:

• - ;^

' it Kims

FOR NONMETALLIC MINERALS

AND THEIR PRODUCTS

1930



U. S. DEPARTMENT OF COMMERCE

R. P. LAMONT, Secretary NATIONAL BUREAU OF STANDARDS

GEORGE K. BURGESS, Director

STANDARDS AND SPECIFICATIONS

FOR NONMETALLIC MINERALS

AND THEIR PRODUCTS

MISCELLANEOUS PUBLICATION No. 110

APRIL, 1930

PREPARED BY JOHN Q. CANNON, Jr., UNDER THE DIRECTION OF

a. s. McAllister, chief of the division of specifications

UNITED STATES

GOVERNMENT PRINTING OFFICE

WASHINGTON : 1930

For sale by the Superintendent of Documents, Washington, D. C. Price $2.75
0>

Bareau ef Standards

MOV 6 1930

7> 8^15"

'HIS volume represents an attempt on the part of the Department of ComX merce to collect and publish the substance of the standards and specifications

relating to nonmetallic minerals and manufactures thereof, formulated by the

national technical societies, the trade associations having national recognition, or other organizations which speak for industry or with the authority of the Federal Government as a whole.

Criticisms and suggestions are desired from all interested persons, so that the

presentation of the information concerning the nationally recognized specifications may be made most nearly universally satisfactory and that the collection of

existing specifications and classification thereof may be kept as complete, accurate, and up to date as possible. All recommendations for improvement received

will be given careful consideration when future editions are issued.

II
LETTER OF SUBMITTAL

Department of Commerce,

National Bureau of Standards,

Washington, March 6, 1980.

Sir: I have the honor to submit herewith for publication the manuscript for a compilation relating to "Standards and Specifications for Nonmetallic Minerals and Their

Products."

In conformity to plans outlined by the Secretary of Commerce in 1923, there has been

made under the joint auspices of the Bureau of Standards and the Bureau of Foreign and

Domestic Commerce a review of the standards, specifications, simplifications, and testing

methods in use in this country. The material obtained as a result of this review, following

recommendations of an advisory board composed of official representatives of 14 national

organizations interested in the utilization of specifications, was divided into two distinct

parts. One part, in the nature of an index, was issued in 1925 as the National Directory

of Commodity Specifications. The second part, under the recommendations, was to contain

copies of actual specifications (or abstracts) instead of merely titles. The first step in

accomplishment of this second part was achieved in 1927, in the publication of the volume

Standards and Specifications in the Wood Using Industries.

The present compilation represents a further step in fulfillment of the second part of

the program as outlined, being the second of the series of publications dealing with standards

and specifications in various industries, to be issued as rapidly as conditions permit.

The material in this volume has been arranged and distributed to conform with the

decimal system of indexing made use of in the National Directory of Commodity Specifications. In certain cases, due to the expansion of standardization, it has been necessary to enlarge upon the system laid out in the volume referred to. Respectfully,

George K. Burgess,

Director, Bureau of Standards.

Hon. Pv. P. Lamont,

Secretary oj Commerce.

in

CONTENTS

Introduction.

500 GENERAL ITEMS RELATING TO NONMETALLIC MINERALS

PageIX

Class No. Subject 500. 1 Methods of test

Page I Class No. Subject

1 I 500. 2 Testing equipment...

501-509

501.

501.

501. 1 501. 2

501. 3

501. 4

501. 41

501. 42

501. 5

501. 6

502.

502.

502. 1 502. 2

503.

503.

503. 1 503. 2

503. 3

503. 4 503. 5

503. 6

503. 7

504.

504.

504. 1 504. 11

504. 12

504. 13

504. 14

504. 15

504. 16

504. 19

504. 2 504 21

504. 22

COAL, PETROLEUM, ASPHALT, AND MINERAL WAX

504. 23 504 24 504 3

504. 31 504 32 504 33 504 34 504 35 504 4 504 40 504 41

Coal and coke General items

Anthracite coal (see also 501.0) Bituminous coal (see also 501.0) __ Semibituininous coal (see 501.0).. Coal-tar products and bituminous

materials Coal-tar products

Bituminous materials (see 505).

Coke (see also 501.0) Charcoal

Petroleum

General items

Crude petroleum

Petroleum products (see also 503)

.

Fuel and illuminating oils General items

Benzine

Distillates Gasoline and naphtha

Fuel and gas oils Kerosene and similar illuminating

oils Mineral seal oil Long-time burning (signal) oil Lubricating and insulating oils (in- cluding paraffin oil) and greases. General items

Special lubricating oils(see 504.19). Asphaltic oils (see 504.19) Axle generator oils Journal box oils Mineral oils (see 504.19)

Black oil Blending oils Miscellaneous specifications for lubricating oils and greases.

.

Cylinder oils Compressor oil (including air, ammonia ice machine)

Engine oil, steam (including

noncondensing, high-speed,

and turbine)

Engine oil, internal combustion.

Valve oils Machine oils Dynamos, spindles, pumps,

etc Machine-gun oil Recoil and recuperator oils Transmission oil (including

crank case) Typewriter, sewing machine,

and clock oils Lubricating greases General items

Cup grease

4

4. 24 504 42

9^ KC\4. 43

27 504 44 97 504 45 97 504. 46

2727

39 *;n4 4Q

OA

32 504. 5 35

O371

c>04 1 43 504 52 43 504 53

71 504. 54

71 504 6 71 504 7 83 504. 8

505.

C K 8087 505. 89

OUO. 1

1

^O 6; 1 9 QO OUO. lo

1 04 ^nc; i4 OUO. I *± 104 OUO. IO

1 04. 104 505. 16 104 104 505. 17 104 505. 19

104

108 505. 2

505. 20 108 505. 21

505. 22

505. 23 108 505. 29

108

505. 3 108 108 505. 30

505. 31 108

505. 32 108

108 505. 33 108

505. 34

505. 35

505. 36 108

108 505. 37

108 505. 4 108

Lubricating, etc.—Continued.

Lubricating greases—Continued.

Cylinder greases Gear, chain, and wire rope

greases Graphite greases Plate greases Crank pin, driving journal

compound, and rod cup

greases Miscellaneous lubricating

greases

Paraffin, paraffin oil, and paraffin wax

Candles

Illuminating wax

Paraffin oils Paraffin wax

Petrolatum

Cutting oils Transformer and switch oils Asphalt and other bituminous materials General items

Asphalts

Native asphalt

Asphalt pavements (see 518.37).

Asphalt cement

Oil asphalt

Asphalt and other bitumi- nous fillers Asphalt for roofing and waterproofing (see also 505.36)

Asphalt mastic flooring'

Miscellaneous specifications for asphalt and other bitumi- nous materials Road oils General items

Oil for cold application

Oil for hot application

Oil asphalt (see 505.14)

Miscellaneous specifications for road oils Tar and tar pitch

General items Tars for cold application to roads Tars for hot application to roads Tars for road construction Tars for repair work

Tar cement Tar for roofing and waterproofing (see also 505.16) Tar oils Bituminous surface treatments

(see also 518.34)

108

108

109 109

109

109

110

110

110 110

110

113 114

115

117

117

145

145 146

146 149

149

151 170

170

172

172

173 173

173

173

174 174

174

177

177

177 177

178

181

181 V
CONTENTS

Class No. 506. 509.

509. 1 509. 2

509. 3 510-519

510. 511.

511. 1 511. 2

511. 3

511. 4

511. 5

511. 50

511. 51

511. 52

511. 53

511. 6

511. 7

511. 70

511. 71

511. 72

511. 73

511. 9

512.

512. 1 512. 10

512. 11

512. 12

512. 13

512. 14

512. 15

512. 16

512. 2

513. 514.

514.

514. 1 514. 2 514 3

514. 4

514. 5

514. 6

514. 61

514. 62

514. 63

515.

516.

516. 516. 1 516. 11

516. 12

516. 13

516. 19

516. 2

516. 3

516. 4

516. 5

516. 9

517.

517.

517. 1 517. 2

518.

518.

518. 1 518. 10

518. 11

518. 12

518. 13

518. 14

Subject Ozokerite and other mineral waxes.

Miscellaneous oils Floor oils Protective oils Hydroline oils

181 181

181

181 181

Class No. Subject Miscellaneous oils—Continued.

509. 4 Well oil 509. 5 Special oil 509. 6 Tempering oil 509. 7 Washing oil STONE, SAND, AND CEMENTITIOUS MATERIALS

General items Stone and stone manufactures

Granite

Limestone

Marble

Sandstone

Slate General items

Blackboard slate Building slate (see also 505.16).

Slate for electrical purposes Soapstone

Rock and stone for road build- ing

General items Stone and granite blocks Riprap

Ballast Miscellaneous specifications for stone and stone manufactures.

Sand, gravel, and slag

Sand and gravel General items

Gravel

Sand

Fine aggregate Coarse aggregate

Broken stone

Fillers Slag

Sand-lime brick Gypsum and other plasters General items

Gypsum

Calcined gypsum (plaster of Paris)

Gypsum plaster

Lime plaster

Portland cement plaster Plaster manufactures

Gypsum plaster board

Gypsum tiles and blocks Wall plasters

Magnesite

Cement and concrete General items

Cement

Portland cement

Natural cement Masonry cement

Miscellaneous cements

Stucco Concrete and mortar

Concrete bricks and blocks Sidewalks and driveways

Miscellaneous specifications for cement and concrete Lime

General items

Lime

Hydrated lime or quicklime

Construction work

General items

Grading for roads General items

Roadway

Excavation and embankment.

Slopes and shoulders Subbases for roads

182

187 518. 2 187 518. 20

190 518. 21 192 518. 22

194 518. 23

194 518. 24

194 518. 25

196

197 518. 26 204

206 518. 27

518. 28 206 518. 29 206

207 518. 3 208 518. 30

209 518. 31

518. 32 212 518. 33 212 518. 34 212

212

217 518. 35 220 518. 36 235 518. 37

242 518. 38 244 518. 39 253

254 518. 4 257 Olo. 40 258 518. 41 258 518. 42 262 518. 43

518. 44 263 518. 45 265

CI Q A a 271 518. 49 275

275 OJLO. O 275

278 518. 50 280

281 518. 51 281 518. 52 281 287 518. 53 287 518. 54 295 518. 55 295 518. 56 297 518. 57 297

301 518. 59 317

323

518. 6 327

347

347

348

349

518. 60

518. 61

518. 62

518. 63

518. 64 364 518. 65 364

365 518. 66 365 518. 67 365

366 518. 7 367 518. 71 367 518. 72

Construction work—Continued.

Foundations for roads General items

Cement concrete foundation

Telford foundation

Macadam foundation

Broken stone foundation

Bituminous macadam foundation Bituminous concrete foundation Asphaltic foundation

Slag foundation

Miscellaneous specifications for foundation for roads Paving surfaces General items

Cement concrete pavements

Gravel pavements

Macadam pavements

Bituminous macadam and concrete pavements (see also 505. 34) Brick pavements (see also 534.1) Stone block pavements

Asphalt pavements

Sand clay or topsoil pavements

Miscellaneous pavement specifications Bridge construction General items

Bridges

Piling

Parapets and railings Slabs and girders Floors and wearing surfaces Arches

Miscellaneous items under

bridge construction Building construction and materials General items (see also 505.16 and 505.36)

Buildings and dwellings

Foundations for building construction Walls and partitions Inclosures Chimneys

Floors

Ceilings and roofing (see also 505.16 and 505.36)

Miscellaneous specifications for building construction and

materials Drainage structures (see also 531 and 534.21)

General items

Culverts (see also 518.4) Drains

Curbs

Gutters Catch basins, inlets, manholes,

etc Retaining and head walls Sewers and sewer pipe (see also 531.5) Reservoirs, tanks, pools, etc Fuel storage tanks Viaducts

Page

181

181 181

181

367

367

368

370 370

371

373

373

374

376

377

379

380

381 393

393

393

393

393

395

408

410

410 410

411

411 413

413

413

414

415

416

416

418

418

419

422 422

423

427

433

439

439

441 441

441 448

448

449

449

467

467

471

VI
CONTENTS

Class No. Subject Page Construction work—Continued.

Reservoir, tanks, pools, etc.—Con.

518. 73 Swimming pools 471

518. 74 Watering troughs 472

518. 75 Reservoirs 472

518. 76 Spillways 472

518. 77 Cofferdams 472

518. 8 Masonry 472

518. 80 General items 473

518. 81 Dry rubble masonry 473

Class No. Subject Page Construction work—Continued.

Masonry—Continued.

518. 82 Cement rubble masonry 473

518. 83 Brick masonry 475

518. 84 Arches 478

518. 85 Monuments 478

518. 89 Miscellaneous specifications for masonry 478

518. 9 Miscellaneous specifications for construction work 481 520-529 GLASS AND GJ

520. General items 484

521. Flat glass 485

521. General items 485

521. 1 Plate glass 485

521. 2 Clear window glass 490

521. 3 Wire glass 490

521. 4 Rolled figured sheet glass 490

521. 5 Prism glass 490

521. 6 Special quality glass 490

521. 7 Sidewalk and skylight glass 490

522. Glass containers 491

523. Table glassware 496

523. 1 Bottles (vinegar) 496

523. 2 Pitchers 497

523. 3 Shakers, ... 497

523. 4 Tumblers 497

523. 9 Miscellaneous table glassware 497

530-539 CLAY AND CI

PRODUCTS

524. Lighting globes and shades 498

525. Lenses 502

525. 1 Lighthouse lenses 502

525. 2 Reflectors 502

525. 3 Signal lenses 502

525. 4 Lamp lenses 503

526. Chemical and other glassware 504

526. 1 Insulators 504

526. 2 Chemical glassware 504

526. 3 Cover glasses 504

526. 4 Tubes and tubing 504

526. 6 Water gauges 505

526. 9 Miscellaneous specifications for glass 506

527. Mirrors. 506

PRODUCTS

531. Clav 507

531. General items 507

531. 1 Ball clay 512

531. 2 China clay 512

531. 3 Fire clay 512

531. 4 Kaolin 514

531. 5 Clay products 515

532. China and porcelain ware 518

532. General items 518

532. 1 Table chinaware 519

532. 2 Porcelain 523

532. 21 Crucibles 523

532. 22 Porcelain for electrical purposes 525

532. 23 Tubs, sinks, and lavatories 535

533. Earthenware and stoneware 559

533. 1 Bowls 559

533. 2 Crockery 559

533. 3 Pots 559

534 Bricks and tiles 559

534. 1 Bricks 559

534. 10 General items 559

534 11 Face, common, and vitrified brick 577

534. 12 Fire brick and fire-clay brick 586

534. 19 Miscellaneous specifications for brick 593

534. 2 Tiles 593

534. 20 General items 593

534. 21 Drainage tiles (see also 518.62). 606

534. 22 Hollow building tile 614

534. 23 Roof tiles 619

534. 24 Terra cotta 620

534 29 Miscellaneous specifications for

tile 622

540-549

541. Abrasives, natural and artificial 541. General items

541. 1 Flint

541. 2 Hones, whetstones, and oilstones 541. 3 Abrasive wheels

541. 4 Abrasive cloths and papers

541. 5 Pumice

545. Asbestos

545. 1 Asbestos, unmanufactured

ABRASIVE MATERIALS, ASBESTOS, AND CHALK

623

623 545. 2 623

623 545. 3 623

631 545. 4 639 545. 9 639

639 546.

Asbestos—Continued.

Asbestos paper, millboard, and

roll board 639

Asbestos pipe covering and

cement 640

Textiles, yarns, and packing 640

Miscellaneous manufactures of asbestos 645

Chalk 645 550-559

551. Crude mica.

MICA, RARE MINERALS

648 | 552. Manufactured mica. 648

560-569 PRECIOUS STONES AND IMITATIONS

560. General items 649 I 562. Sapphires.. 649

561. Diamonds and pearls 649 |

VII
CONTENTS

570-579 SULPHUR, MAGNESIA, SALT, AND GRAPHITE

Class No. Subject Page 571. Sulphur 650

572. Magnesia 650

573. Salt 658

574. Graphite and manufactures thereof- 658

Class No. Subject 575. Carbons and electrodes 658

575. 1 Carbon, powdered 658

575. 2 Carbon electrodes 658

590-599 OTHER NONMETALLIC MINERALS

591. Fluorspar and cryolite 659 I 593. Silica 659

592. Feldspar 659 | 599. Miscellaneous nonmetallic minerals. 659

SOCIETIES AND ASSOCIATIONS

Technical societies, trade associations, and other organizations issuing standards and specifications

dealing with nonmetallic minerals 660

INDEX

Alphabetical list of commodities covered by standards and specifications, and methods of inspection

and test 663

VIII
INTRODUCTION

In general terms this volume can be described briefly as an editorial compendium of

standards and specifications relating to nonmetallic minerals and manufactures thereof.

In it are included in full, or by means of adequate abstracts, tabulations, or cross

references, the substance of every available nationally recognized specification for such

commodities as are embraced within the numerical classification designations 500 to 599,

in the National Directory of Commodity Specifications.

Neither in the selection of the specifications for inclusion in the volume, nor in the

arrangement and the substance of the specifications included, has any preference been exerted.

An effort has been made to include all standards and specifications properly belonging

within the scope of nonmetallic minerals, which have been promulgated or adopted by

technical societies, trade associations, or other organizations qualified to speak authoritatively for industry, and nationally recognized to that extent; and by agencies authorized

to represent the Federal Government as a whole. It has been found that for many of the

commodities there exist several specifications, and naturally many of these specifications

overlap, to an extent, in their substance. In such cases free use has been made of a system

of reference, with no idea of indicating preference, simply to avoid unnecessary duplication

in presentation.

This volume furnishes a fair portrayal of the extent of standardization. It discloses

the fact that simplification of commercial practices, or, in other words, standardization

of standards, is in certain fields an accomplished fact, while in others little progress has

thus far been made. Under the auspices of the commercial standardization group of the

Bureau of Standards, and the American Standards Association, formerly known as the

American Engineering Standards Committee, simplification and standardization on a

national scale are being carried forward at an ever-increasing speed. However, much yet

remains to be done in the unification of standards and specifications.

With more than threescore agencies contributing the material utilized in the present

volume, variances in texts are plentiful. It is for the user of this volume, where options

in specifications are offered, to make his own selections, and to determine whether or not

his needs are to be met by the standards and specifications presented here.

Use has been made of the decimal system of classification of nonmetallic minerals

which was employed in the National Directory of Commodity Specifications. In utilizing

this system advantage has been taken of the opportunity to insert under the proper classi- fication numerals, certain important commodities or groups of commodities for which

there might well be, but are not as yet, specifications that can be referred to as nationally

recognized or sponsored by nationally recognized organizations.

rx

STANDARDS AND SPECIFICATIONS RELATING TO NONMETALLIC MINERALS

500. GENERAL ITEMS RELATING TO NONMETALLIC MINERALS

500.1 METHODS OF TEST.

(Test methods for the various items in the nonmetallic mineral group are presented under

commodity designations corresponding with the

subject matter of the tests.)

500.2 TESTING EQUIPMENT.

American Society for Testing Materials, tentative

definition of the term screen (sieve), serial designation E13-28T, 1928. Screen (sieve).—A plate or sheet or a woven

cloth, or other device, with regularly spaced apertures of uniform size, mounted in a suitable frame

or holder, for use in separating material according

to size. Note 1.—The shape and spacing of apertures, size of wires or

threads, thickness of plate or sheet, allowable variations and similar properties should be taken care of in specifications. Note 2.—In mechanical analysis testing work, when not otherwise

specified, the term "sieve" shall apply to an apparatus in which the

apertures are rectangular, and the term "screen" shall apply to an

apparatus in which the apertures are circular. American Society for Testing Materials, standard

specifications for sieves for testing purposes, serial designation Ell-26, 1926.

1. These specifications cover sieves for use in the usual cases of precision testing for the fineness of materials (classification of materials according to

size). The sieves have been designated according

to the size of openings in terms of microns, the corresponding United States Standard Sieve Series designation in arbitrary numbers being given for the convenience of those familiar with the latter scheme of designation.

PHYSICAL REQUIREMENTS

2. Wire cloth for standard sieves shall be woven

(not twilled, except that the cloth of 44, 53, and

62 micron sieves may be twilled until further

notice) from brass, bronze, or other suitable wire and mounted on the frames without distortion. To prevent the material being sieved from catching

in the joint between the cloth and the frame, the

joint shall be smoothly filled with solder, or so made that the material will not catch. The sieve frames should be circular, about 20 cm (8 inches)

in diameter and about 5 cm (2 inches) or 2.5 cm

(1 inch) between the top of the frame and the

cloth. Note.—The size specified above is for the regular standard testing

sieve, but for special purposes other sizes may be used, as, for example,

the 3-inch sieve, which is designed especially for use on laboratory balances as in the testing of pigments.

Requirements for sieve openings and wire diameter

with permissible variations

Designation (in microns)

4,760... 4,000...

3,360... 2,830—

2,380...

2,000...

1,680...

1,410...

1,190 1,000—

840

710

590

500

420

350 297

250

210

177

149

125

105 88

74

62

53

44

100

120 140

170

200

230

270

325

Sieve opening

mm

4.'7 6 4.00

3.36 2.83

2.38

2.00

1.68

1.41

1. 19 LOO

.84

.71

.69

.50 .42

.35

.297

.250

.210 .177

.149

. 125 .105

.074

.062

.053 .044

Inch

0. 187 .157

.132 .111 .0937

.0787

.0661 .0555 .0469

.0394

.0331 .0280

.0232

.0197 .0165

.0138

.0117 .0098

.0083

.0070

.0059

.0049

.0041 .0035

.0029

.0024

.0021 .0017

Wire diameter

mm

1.27 L 12 1.02 .92

.84

.76

.69

.61 .54

.48

.42

.37

.33 .29

.25

.22 .188

.162 .140

.119

.102

.086

.074

.063

.053

.046

.041 .036

Inch

0.050

.044 .040

.036

.0331

.0299

.0272

.0240 .0213

.0189

.0165

.0146

.0130

.0114 .0098

.0087

.0074

.0064 .0055

.0047

.0040 .0034

.0029

.0025

.0021 .0018

.0016

.0014

Per

cent ±3

±3±3

±3

±3

±3

±3

±3

±3

±3

±5

±5

±5

±5

±6

±5±6

±6

±6

±6

±6

±6

±8

±8

±8

±8

±8

±8

Toler- ance on

wire di- ameter

Per

cent

1515

15

1515

15

15

15

1515

15

15

15

1515

1515

15

15

15

15

15

15

15

15

15

1515

Per

cent 3030

30

30

30

30

30

3030

30

30

30

30

30

30

30

3535

35

35

35

35

35

35

35

35

35

35

s a

o

10

Per

cent1010

10

10

10

10

10

1010

10

25

25

25

26

25

25

40

40

40

40

4040

60

60

6090

90

90

Note.—Screens having larger openings than those included in the

table may be specified, but in specifying screens of larger openings

the actual size of the opening (in millimeters or in inches) shall be

stated. A tolerance of ±3 per cent on average openings and of 10 per

cent in maximum openings shall be permitted.

3. The average opening between the adjacent

warp and the adjacent shoot wires, taken separately,

shall be that given in column 3 (or 4) of the table, within the "tolerance in average opening" given in column 7. The average diameter of the warp and

of the shoot wires, taken separately, of the cloth of any given sieve shall be that given in column 5 (or 6) of the table, within the "tolerance on wire diameter"

given in columns 8 and 9. The maximum opening

between adjacent parallel wires shall not exceed the nominal width of opening for that sieve by more

than the "tolerance in maximum opening" given in column 10 of the table,

1
500.2 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

WORKMANSHIP

4. The sieves shall be free from imperfections in the sieve cloth or its mounting, as, for example,

punctured, loose or wavy cloth, imperfections in soldering, etc. MARKING

5. The sieves shall bear a label upon which the manufacturer's nominal opening in metric units (preferably in microns) with the equivalent in inches,

together with the size of wire, should be given. Note.—It is recommended that, until the new micron designation

shall have been thoroughly established, in addition the corresponding United States Standard Sieve Series number be given. METHODS OF TESTING

6. (a) To determine whether the cloth conforms

to the requirements of these specifications, the wire diameter shall be measured in each direction by means of a micrometer-microscope or projection

apparatus or other suitable apparatus of requisite

precision, care being taken in all cases to avoid dif- fraction effects in measuring to the edge of a wire. Micrometer calipers and steel scales should not be used for this purpose. The mesh shall be deter- mined by counting the number of openings for a

distance of at least 6 inches in both directions of the

sieve, using a scale, either glass or steel, and a microscope. The use of scales with special rulings for obtaining mesh by counting "interference bands"

is recommended in cases where large numbers of any of the sieves with the smaller openings are to be

measured. From the wire diameter and the mesh

the average opening shall be computed.

Note.—No general rule can be given for the number of observations to be taken, except that they be sufficient to cause no change

in the result if, say, three or four additional measurements are made.

(6) Measurements of large openings shall be made

by means of the micrometer-microscope or the projection lantern or other suitable apparatus in the same way as wire diameters are measured.

Note.—In order to insure the securing of standard sieves it is possible to obtain from the manufacturer or dealer sieves which have

been certified by the National Bureau of Standards. American Society for Testing Materials, specifi- cations for thermometers to be used in tests. (This association has prepared specifications for 17 thermometers to be used in standard and tentative test methods which are presented in this volume.

The reference where a specific type of thermometer is required in a method, is by a number, to correspond

with the individual numbering given the ther- mometers in the table below.)

Thermometers shall be graduated in either centigrade or Fahrenheit degrees, as specified. GENERAL REQUIREMENTS, APPLYING TO All THERMOMETERS

LISTED Type.—Etched stem, glass. Liquid.—Mercury, except for No. 5, which

requires toluene or other suitable liquid colored red with a permanent dye. Stem.—Plain front, enamel back, suitable ther- mometer tubing.

Bulb.-—Corning normal or equally suitable thermometric glass. Bulb for No. 16 shall have a heavy wall. Contraction chamber.—Required for thermometers

Nos. 4, 9, 15, and 17. No. 4 to be a long narrow type, top to be not more than 65 mm (2.56 inches) above bottom of bulb,

No. 9, top to be not more than 41 mm (1.61 inches) above bottom of bulb. Nos. 15 and 17, to be long narrow type, top to be

not more than 60 mm (2.36 inches) above bottom

of bulb, mercury to stand in contraction chamber

at 32° F. (0° C).

Filling above liquid.—Nitrogen gas, except for No. 5, which requires gas under pressure. Graduation.—All lines, figures, and letters clear cut and distinct. Immersion.—On partial immersion thermometers,

the immersion, in inches for Fahrenheit and milli- meters for centigrade thermometers, together with

a line around the stem at height indicated in the

table, shall be etched on the thermometer. This

last is not required for No. 17. Special marking.—The name, as given in table in special marking, a serial number, and the manufacturer's name or trade-mark shaU be etched on

the stem.

Scale error.—Scale error is measured at any point on the scale, with the exceptions of Nos. 2, 8, and

12. See notes below table. Test for permanency of range.—After being subjected for 24 hours to temperature given in the

table, accuracy shall be within limit specified. Standardization.-—The thermometers shall be

standardized as follows: No. 1, at the ice point and at intervals of approximately 20° C. or 40° F. for 108 mm or 4J4 inches immersion, and for an average temperature of 21° C. or 70° F. for the emergent mercury column. No. 2, immersed in the testing bath to the top of the mercury column, at the ice point and at temperature intervals of approximately 50° C. or 100° F. up

to 370° C. or 700° F. No. 3, immersed in the testing bath to the top of the mercury column, at intervals of approximately

40° C. or 70° F. No. 4, at three points, including 163° C. for total immersion. No. 5, at the ice point and at intervals of approximately 20° C. or 35° F. for 108 mm or 4>4 inches immersion, and for an average temperature of 21° C.

or 70° F. for the emergent liquid column. No. 6, immersed in the testing bath to the top of the mercury column, at the ice point and at temperature intervals of approximately 50° C. or 100° F. up

to 300° C. or 572° F. No. 7, immersed in the testing bath to the top of the mercury column, at the ice point and at temperature intervals of approximately 20° C. or 40° F. No. 8, at the ice point and at intervals of approximately 100° F. for 25 mm or 1 inch immersion, and

for the following temperatures of the emergent

mercury column:

Thermometer

reading

Average temperature of emergent mercury column

°C. °F. °C. "F.

100 200 44 110

150 300 54 129

200 400 64 150

250 500 77 175

300 600 91 205 350 700 108 240

No. 9, at intervals of approximately 10° C. or 20° F. for 79 mm or 3}£ inches immersion and for an average temperature of the emergent mercury

column of 25° C. or 77° F. No. 10, for 76 mm (3 inches) immersion and for the following temperatures of the emergent mercury

2

-
A. 8. T. M. cloud and pour test thermometer.

A. S. T. M. high

distillation ther- mometer.

A. S. T. M. high

softening point thermometer.

I. S. T. M. low

cloud and pour

test tbormometer.

A. S. T. M. low distillation thermometer.

A. S. T. M. low sof- tening point ther- mometer. *ttl:jr. m

Kange and subdivision..

Total length Stem (diameter)

.

Bulb:

Length..

Diameter.

Distance from bottom of bulb to

line indicated.

Distance from top of thermometer

to line Indicated.

Expansion chamber, to permit

heating ulwv© highest tcmpuralurr on scale its indicated. Top finish Graduation, lines at intcrvMls indi- cated Kj be longer than oilier lines. Graduations to \w numbered it intervals indicated. Immersion

Height of line around .-tern above bottom of bulb.

Special marking

Scaly error, maximum error whim

standardized. Test for permanency of range, temperature of test. Case marking

0.31 Inch. I 0.: Maximum, 9.5 mm io-l or 0.37 inch. j O.i Not greater than 5.0H stem. o.: -38° C. or -36° F„ | 0° C

120-130 mm or

4.73-5.12 inches. 49° C. or 120° F., 19-25 mm or 0.75-

0.98 Inch. To 100° C. or 212° F

17S-3M mm or 14.88-

15.12 inches.

>.0-7.0 mm or 0.24-

0.28 inch. M4 mm or 0.35-0.55 inch.

t.5-5.5 mm or 0.18-

10° C. or 86° F.,

inches. 400° C. or 752° F., 30-46 ram or 1.18-

1.77 inches.

of Plain Multiples

or 10" F. Multiples of io° c.

or 20° F.

108zumor4.25inches

108.0 mm or 4.25 inches. A. S. T. M. cloud and pour.

0.5° C. or 1° F

155° to 170° C. in

150-154 mm or 5.90-

6.00 inches.

6.0-7.0 mm or 0.24-

0.28 inch.

10-15 mm or 0.39-

0.59 inch.

5.0-G.O mm or 0.196-

(riffi inch. 0° Oy 33-38 mm or

1.30-1.49 inches.*

170° 0., 20-30 mm

or 0.79-1. ISinches.

At least 25° C. above

0.31 inch.

8.0-9.5 mm

0.37 inch.

5.0-6.5 mm

0.26 inch. -57" C. or

or 0.31-

or 0.22-

-70° F..

0.28 inch.

10-15 mm

0.59 inch

5.0-6.0 mn

0.24 inch

0° C. or 32

or 0.39-

or 0.20-

F., 100- or 3.94-

572° F..

0.28 inch.

I 9-14 mm or 0.35-O,; Maximum, 13 min

or o.5i inch.

s

j ^reatcr than

~?I c- or 20° f

ich.

.

Glass ring

I Multiples of 1° C__

L S. T. M. cloud and pour.

Multiples Of 5° or 10° F.

155°, 188*. and Multiples of 10° '

31)0-370° C. or C80-

700° F. A. S. T. M. high

distillation. A. S. T. M. high

Kange and subdivision .

.

Total length

Stem (diameter)

Hull):length

Diameter

pistanoe from bottom ofhulh

to line indicated.

Distance from top of thermometer to line indicated.

Indicated to he longer tin other lines. Graduations to bo nui

tiered at .nienak in«! catod. Immersion

A. S. T. M. loss on

heat. A. S. T. M. low

cloud and pour.

0.5° C. or 1° F

280-290° C. or 540-

A.S.T. M.lowS. P

A.S.T. M.lowS. P.

100 C. or 760° F

30-4B mm or y.u inches.

lied glass ring. Multiples of 10° F,

Multiples of 20°.

25 mm or l inch.

25.4 mm or 1 inch.

A. S. T. M. open

flash.

1° C. or 2.50 F.i

360-370° C. or 630- 700° P. A-„..?.-. T- M. open

A. S. T. M. paraffill wui nieltiiie. polnl tbermom.

27° to 71° C. In

365-371 mm or

[4.38-14.66 inohot

(1.0-7.0 mm or

0.24-0.28 inch. Maximum 28 mm

or 1.10 Inches, greater thiiri

CO" to +300° F

Height of line around s above bottom of bul

Special marking

Scale error, majuiu

r when standardized.

Test for permanency of range, temperature ol test. Case marking

79 muior3!8 inches

-20° to +150° C.

in 1° C. or 0° to +300° F. in 2° F.

303-307 mm or

11.04-12.11 inches

0.0-7.0 ram or

0.230-0.27.1 inch.

160° <\ or 300° F, 20-35 mm o: 0.8-1.4 indies.

76 mm or3 inches.

M. partial A. S. T. M.

general use,

to + 400° 0, 20° to +760°

-5° to +300° C.

iu 1° Qj or +20°

to +580° F. in 2° F.

70-383 ram or

14.92-15.08 inehw

.0-7.0 mm or

0.236-0.275 inch

-5° to +400° 0.

in 1° C. or +20°

to +760° F. in 2° F.

(04-408 mm or

-7° to +110° C.

in 0.5° C. or +20° to +230°

252-250 mr

9.92-10.08 i 6.0-7.0 ran

0.236-0.275

A. S. T. M. gravity theriiiiiMic-

-20° to +102° C.

in 0.2° C. or -5° to +215°

F. in 0.5° F.

403-100 mm or

15.87-16 10 inchtv

7-8 mm or 0.276-

A. S. T. M. Erajler viscosimeter

l hcnoouieter.

filiixs ring

Mtllliples of 5° (' or 10° F.

i Ranges ami subdivisions shall ho i K»W» Mr I'".. SMlKliviM.,11 I,! Range 94-liN» F.. subdivision i Range 120-134° F„ subdivision "•W 201-218° F., subdivision Range 19-27° O., subdivision In 0.1° c for tests at w n

> RaSMfbd&iottr'io" °-

M,S "»° »

S"!° !° JSf° 1° ( '- ,csts 2»* c. f^SSS.S:SS:lS.8:S5safto?.8-

Glass ring.. Multiples o

10° F.

76-77 mm or 2.9ft- 3.04 inches.

A. S. T. M

390= C. or 740° F.

»7-0 nun or 2.'_Ji Inches.

\. S. T. M. P. M

high.

wu-370 C. or

680-700° F. A.S. T.M. P. M.

high.

(lass ring Multiples u( 1° r.

or S* F

Multiples of 5° C or 10° F.

57 mm or 2.2 inches.

57.0 mm or 2.2. inches. A. S. T. M. P.-M

A.S. T. M. P. M and rag.

Glass ring Multiples o? h h C or 1° F.

Multiples of l°t'

or 2°F.'

Total

A. S. T. M

01° C. or 0.2° F__

A- S T. M. SaybOlt Vls.cii.luie ter thermome20*t-210 mm.

5.5-6,5 mm,'

10.5-14.5 mm.

8.5-9.5 mm.

Lowest specified graduation, 100-

120 mm.

-20° (J. or -5°

I F., 32-51 mm or

1.26-2.00 inchos.

102° Cor 215° F., Highest specified 25-45 mm or graduation. 30-50 0.98-1.77 inches. mm.

50° C. above.*

Qlass balL Multiples of 0.5° C.

Multiples of 1° 0.'

90 mm.

Qlass ring Multiples of 1° C.

Multiples of 2° c

or 5

5 F.

Total

A. S. T. M. gr...

0.1° C. or 0.25° F.

A.S. T. M.gr...

90 mm immersion

A. S. T. M.

Engler.

0.1° C.

A. S. T. M. Engler viscosimeter

thermometer.

>Th» ,

1

; ,n

1

: J

, °^-'ort«tsat 100° C. The stem si,.,]] pr.-ferd.lv l»e in fie with an i-iUWama t . . ^t'Sran'

^' '

', ""V

1 V-W'"1 "--^ 'he !i :! Kj^4 nor mote than 7 mm (0.16 to 0.28 Inch) In length, having a dJameter 2 to 3 nim (0 f* m n i* i M

II. I'lTIIlll III'.!!!!!/ UV° (' (MW

• Scl. error is measured St SrSSnt op & S&'ftTlSPP "* "IherUduatlons and figures In black.

; sol., error ,« »TMw „, „u | „ , „, s?" •" „! nj» £' scale error U DUMand at any pouil. and, TMu, for i mSmSZ centigrade th'.TM tbemiometers, is 1° up to 301° C, and 1.5° at higher i 10002!S°_30. (Puce p. 3.)

reuhelt thermometers, error is i ' up to 574° F., and 3° at highor points.
ow dis- :rmomA. S. T. M. low sof- tening point ther- mometer.

A. S. T. M. open

flash thermometer.

11I C.

>80° F.

r 14.88-

'r 0.24-

r 0.39-

ir 0.20-

, 100-

r 3.94-

72° F.,

3r 1.18-

5° C.

10° C.

-2° to +80° C. in

0.2° C. or +30° to +180° F. in 0.5 F.

378-384 mm or 14.88-

15.12 inches.

6.0-7.0 mm or 0.24-

0.28 inch.

9-14 mm or 0.35-O.55 inch.

4.5-5.5 mm or 0.18-

0.22 inch.

0° C. or 32° F., 75-90 mm or 2.95-3.54 inches. 80° C. or 176° F., 30-45 mm or 1.18-

1.77 inches. At least 50° C. or

90° F. above.

Glass ring Multiples of 1° or 1° F. Multiples of 2° or 5° F. Total

low

ir 540-

. low

A. S. T. M. low S. P.

0.2° C. or 0.4° F

A. S. T. M. low S. P.

-6° to +400° C. in

2° C. or +20° to +780° F. in 5° F.

303-307 mm or 11.92-

12.08 inches.

6.0-7.0 mm or 0.24- 0.28 inch. Maximum, 13 mm

or 0.51 inch. Not greater than

stem. -6° C. or 20° F., 40-50 mm or 1.57-

1.97 inches. 400° C. or 760° F., 30-45 mm or 1.18-

1.77 inches.

Red glass ring. Multiples of 10° F.

Multiples of 20°.

25 mm or 1 inch.

25.4 mm or 1 inch.

A. S. T. M. open

flash. 1° C. or 2.5° F.»

360-370° C. or 680-

700° F. A. S. T. M. open

flash.

. M. Sayviscosime- hermomeA. S. T. M. gravity thermometer.

A. S. T. M. Engler viscosimeter

thermometer.

15 16 17

-20° to +102° C.

in 0.2° C. or -5° to +215°

F. in 0.5° F.

403^109 mm or

15.87-16.10inches

7-8 mm or 0.276-

0.315 inch.

0).

206-210 mm.

5.5-6.5 mm.' mm or

).08 inches mm or

).275 in. '
GENERAL ITEMS RELATING TO NONMETALLIC MINERALS 500.2

column. These stem temperatures have been

chosen as corresponding, on the average, to those

likely to occur in the use of the thermometer.

Thermometer

reading

Average temperature of emergent mercury column

°C. °F.

50 122

100 212

150 302

°C. "F.

35 94 48 118

55 131

No. 11, for 76 mm (3 inches) immersion and for the following temperatures of the emergent mercury

column. These stem temperatures have been

chosen as corresponding, on the average, to those

likely to occur in the use of the thermometer:

Thermometer

reading

Average temperature of emergent mercury co.umn

°C. "F. "C. "F.

50 122 35 94

100 212 49 120

150 302 61 142 200 392 70 158

250 482 76 169

300 572 80 176

No. 12, for 76 mm (3 inches) i mmersion and for the following temperatures of the emergent mercury

column. These stem temperatures have been

chosen as corresponding, on the average, to those

likely to occur in the use of the thermometer:

Thermometer

reading

Average temperature of emergent mercury column

°C. °F.

100 212

200 392 300 482 400 572

°C. °F.

50 122 75 167 89 192 94 201

No. 13, at intervals of approximately 50° C. or 100° F. for 57 mm or 2% inches immersion, and for

the following temperatures of the emergent mercury

column:

Thermometer

reading

Average temperature of emergent mercury column

°C. °F. °C. °F.

100 200 61 140

150 300 65 149 200 400 71 160 250 500 78 175 300 600 87 195 350 700 99 220

No. 14, at the ice point and at intervals of approximately 30° C. or 50° F. for 57 mm or 2\i inches immersion and for the following temperatures of the emergent mercury column: 4

Thermometer

reading

Average temperature of emergent mercury column

°C. °F.

20 70

40 100 70 150 100 212

°C. °F.

20 70

31 86

40 104 48 118

No. 15, for the condition of total immersion.

Correction for emergent stem shall not be applied. No. 16, immersed in the testing bath to the top

of the mercurv column, at the ice point and at temperature intervals of from 15° to 20° C. or 30°

to 40° F. No. 17, for the condition of 90 mm immersion.

Case.—The thermometer shall be supplied in a

suitable case which shall be marked as indicated in table in case marking, together with the range in °F. or °C, according to the type of thermometer.

Cases for Nos. 10, 11, and 12 shall be marked

"A. S. T. M., 76 mm immersion," with the range in

°C., or "A. S. T. M., 3-inch, immersion," with the range in °F., according to the type of thermometer.

Note.—For the purpose of interpreting these specifications the

following definitions apply: The total length is the over-all length of the finished instrument. The diameter is that measured with a ring gage. The length of the bulb is the distance from the bottom of the bulb

to the beginning of the enamel backing. The top of the thermometer is the top of the finished instrument.

3
501-509 COAL, PETROLEUM, ASPHALT, AND MINERAL WAX

501. COAL AND COKE

501.0 GENERAL ITEMS.

American Chemical Society, coal analysis.

(This society has specifications for coal analysis

identical with those of the American Society for Testing Materials, serial designation D271. See

p. 8.) American Electric Railway Association, specifica- tion and contract for the purchase of fuel (recommended practice), serial No. G200-15, 1915. (This association has formulated a specification

and contract for the purchase of coal, setting out

in detail, conditions of purchase, delivery, test, and acceptance to control the transaction, and

indorsing the standard of analysis of coal adopted

by the American Chemical Society. See A. S. T. M.

:

D271, p. 8.) American Society for Testing Materials, standard

method of sampling coal, serial designation D21-16,

1916. Approved as "Tentative American Standard,"

by the American Engineering Standards Committee, now the American Standards Association.

It is imperative that every sample be collected and

prepared carefully and conscientiously and in strict accordance with the standard methods described

herein, for if the sampling is improperly done the sample will be in error, and it may be impossible or impracticable to take another sample; but if an

analysis is in error another analysis can easily be

made of the original sample. Gross samples of the quantities designated herein must be taken whether the coal to be sampled consists of a few tons or several hundred tons, because of the following cardinal principle in sampling coal that must be recognized and understood; that is, the effect of the chance inclusion or exclusion of too many or too few pieces of slate or other impurities

in what, or from what, would otherwise have been a

representative sample will cause the analysis to be

in error accordingly, regardless of the tonnage

sampled. For example, the chance inclusion or exclusion of 10 pounds too much or too little of impurities in or from an otherwise representative

sample of 100 pounds would cause the analysis to show an error in ash content and in heat units of approximately 10 per cent, whereas for a 1,000- pound sample, the effect would be approximately

only 1 per cent, being the same whether the sample

is collected from a 1-ton lot or from a lot consisting

of several hundred tons. When this method of sampling is to be employed as a part of any contract or agreement, the following

provisions shall be specifically agreed to by the parties to such contract or agreement:

(a) The place at which the coal is to be sampled

(see sec. 1).

(b) The approximate size of the sample required

when the standard conditions do not apply (see sec. 3).

(c) The number of samples to be taken or the amount of coal to be represented by each sample

when the standard conditions do not apply (see sec. 4).

I. FOE All DETERMINATIONS EXCEPT TOTAL MOISTURE

1. The coal shall be sampled when it is being loaded into or unloaded from railroad cars, ships,

barges, or wagons, or when discharged from supply

bins, or from industrial railway cars, or grab buckets,

or from any coal-conveying equipment, as the case may be. If the coal is crushed as received, samples

usually can be taken advantageously after the coal has passed through the crusher. Samples collected from the surface of coal in piles or bins, or in cars, ships, or barges are generally unreliable.

2. To collect samples, a shovel or specially designed

tool, or mechanical means shall be used for taking

equal portions or increments. For slack or small

sizes of anthracite, increments as small as 5 to 10 pounds may be taken, but for run-of-mine or lump

coal, increments should be at least 10 to 30 pounds.

3. The increments shall be regularly and systematically collected, so that the entire quantity of coal sampled will be represented proportionately in the

gross sample, and with such frequency that a gross sample of the required amount shall be collected. The standard gross sample shall not be less than

1,000 pounds, except that for slack coal and small

sizes of anthracite in which the impurities do net

exist in abnormal quantities or in pieces largei than

three-fourths inch, a gross sample of approximately

500 pounds shall be considered sufficient. If the

coal contains an unusual amount of impurities, such

as slate, and if the pieces of such impurities are very

large, a gross sample of 1,500 pounds or more shall be collected. The gross sample should contain the same proportion of lump coal, fine coal, and impurities as is contained in the coal sampled. When coal

is extremely lumpy, it is best to break a proportional

amount of the lumps before taking the various increments of a sample. Provision should be made

for the preservation of the integrity of the sample.

4. A gross sample shall be taken for each 500 tons

or less, or in case of larger tonnages, for such quantities as may be agreed upon.

5. After the gross sample has been collected,

it shall be systematically crushed, mixed, and

reduced in quantity to convenient size for trans- mittal to the laboratory. The sample may be

crushed by hand or by any mechanical means,

but under such conditions as shall prevent loss or the accidental admixture of foreign matter. Samples

of the quantities indicated in the table shaU be

crushed so that no pieces of coal and impurities

will be greater in any dimension, as judged by

eye, than specified for the sample before division into two approximately equal parts. The method of reducing by hand the quantity

of coal in a gross sample shall be carried out as prescribed in section 6, even should the initial size of coal and impurities be less than indicated

in the table. Samples and quantities

Weight of sample to be divided (pounds)

Largest

size of coal and impurities allowable in sample before divi- sion

1,000 or over

Inch

1 94n

X

'Me

500

250 - —- 125 - 60 - 30 -

1 Or to pass a 4,760-micron (No. 4) sieve. 4
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 501.0

6. The progressive reduction in the weight of the sample to the quantities indicated in the table

shall be done by the methods illustrated in Figure 1. Xote.—The full text of the specification gives in detail a descrip' tion of the method illustrated. 7. Only such mechanical means as will give

equally representative samples shall be used in

lated by placing in a waterproof receptacle with a tight-fitting and waterproof lid small equal

parts of freshly taken increments of the standard

gross sample. The accumulated moisture sample

shall be rapidly crushed and reduced mechanically

or by hand to about a 5-pound quantity, which

shall be immediately placed in a container and

2 « 5 c f» >• e: 1. 1 2 u isi?2i5tiii O E u. -c £ _ <2*. 2 -<-> « Q z — x s< 5

5 Q

substitution for the hand method of preparation

herein standardized.

n. FOE THE DETEBJffUJATION OF TOTAI MOISTURE

8. The special moisture sample shall weigh

approximately 100 pounds, and shall be accumusealed airtight and forwarded to the laboratory

without delay.

9. Only when equally representative results

will be obtained shall the standard gross sample

be used instead of the special moisture sample for the determination of total moisture.

5
501.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

American Society for Testing Materials, standard

definitions of terms relating to coal and coke, serial designation D121-27, 1927. Proximate analysis.—In the case of coal and

coke, the determination, by prescribed methods,

of moisture, volatile matter, fixed carbon (by

difference), and ash. Note.—Unless otherwise specified, the. term "proximate analysis" does not included determinations of sulphur or phosphorus or any

determinations other than those named. Ultimate analysis.—In the case of coal and coke, the determination of carbon and hydrogen in the

material, as found in the gaseous products of its complete combustion, the determination of sulphur,

nitrogen, and ash in the material as a whole, and

the estimation of oxygen by difference. Note 1.—The determination cf phosphorus is not by definition a

part of-the ultimate analysis of coal or coke, but may be specified when

desired. Note 2 —When the analysis is made on an undried sample, part of the hydrogen and oxygen as determined is present in the free moisture accompanying the coal. Therefore, in comparing coals on the basis

of their ultimate analysis, it is advisable always to state the analysis on both the "as-received" and "dry" bases. Note 3. —Inasmuch as some coals contain mineral carbonates, and practically all contain clay or shale containing combined water,

a part of the carbon, hydrogen, and oxygen found in the products of combustion may arise from these mineral components. Moisture.—Essentially water, quantitatively deter- mined by definite prescribed methods which may

vary according to the nature of the material. Note 1

. —Such methods may not determine all of the water present. Note 2.—In the case of coal and coke the methods employed shall be those prescribed in A. S. T. M. D271, see 501.0, page 8. Ash.—Inorganic residue remaining after igni- tion of combustible substances, determined by

definite prescribed methods.

Note 1. —Ash may not be identical, in composition or quantity, with the inorganic substances present in the material before ignition. Note 2. —In the case of coal and coke the methods employed shall be those prescribed in A. S. T. M. D271. Volatile matter.—Those products, exclusive of moisture, given off by a material as gas or vapor, determined by definite prescribed methods which

may vary according to the nature of the material.

Note.—In the case of coal and coke the methods employed shall be those prescribed in A. S. T. M. D271. Fixed carbon.—In the case of coal, coke, and

bituminous materials, the solid residue other than

ash, obtained by destructive distillation, determined

by definite prescribed methods.

Note 1.—It is made up principally of carbon, but may contain

appreciable amounts of sulphur, hydrogen, nitrogen, and oxygen. Note 2.—In the case of coal and coke the methods employed shall be those prescribed in A. S. T. M. D271. American Society for Testing Materials, tentative definitions of terms relating to coal and coke,

serial designation: D121-27T, 1927. Coke.—The infusible, cellular, coherent solid material obtained from coal as the residue from its destructive distillation. Note 1.—Such material obtained from the destructive distillation of petroleum or petroleum residues is known as " petroleum coke." Note 2.—Such material obtained from the destructive distillation of coal-tar pitch is known as "pitch coke." Beehive coke.—Coke manufactured in beehive,

rectangular, or similar forms of ovens in a horizontal

bed, where heat for the coking process is secured by

combustion within the oven chamber.

By-product coke.—Coke manufactured with attend- ant recovery of by-products, in ovens that are heated

externally, and having properties making it available

for metallurgical purposes. Coke breeze.—The fine screenings from crushed coke or from coke as taken from the ovens, of a size varied in local practice, but usually passing a

one-half or three-fourths inch screen opening.

Dry coke.—Coke which has been dried to constant weight at temperatures not less than 104° C. nor

more than 200° C. in the case of lump coke, and

between 104° and 110° C. in the case of coke passing a No. 60 sieve, in accordance with methods of determining moisture prescribed in A. S. T. M.

D271. (See p. 8.) American Society for Testing Materials, tentative method of test for fineness of powdered coal,

serial designation D197-26T, 1926.

I. APPARATUS

1. Sieves Nos. 16, 30, 50, 100, and 200 of the U. S. Standard Sieve Series, each with a close-fitting pan

and cover, shall be used. Wire cloth for the sieves

shall be woven (not twilled) from brass, bronze, or other suitable wire and mounted on the frames with- out distortion. To prevent the material being

sieved from catching in the joint between the cloth and the frame, the joint shall be smoothly filled with

solder, or so made that the material will not catch. The sieve frames shall be circular, about 20 cm

(8 inches) in diameter and about 5 cm (2 inches) or

2.5 cm (1 inch) between the top of the frame and the

cloth. The sieve openings and wire diameters shall conform to the requirements as given in the table. Requirements for sieve openings and wire diameters, with permissible variations

Designation

Sieve opening Wire diameter

Tolerance

in

average

opening

Toler- ance on

wire di- ameter

Tolerance

in

maximum

opening U. S. Standard

sieve series No.

Micron

designation

Under Over

Per Per Per Per mm Inch mm Inch cent cent cent cent

16 1,190 1. 19 0. 0469 0.54 0. 0213 ±3 15 30 10

30_ 590 .59 .0232 .33 .0130 ±5 15 30 25

50 297 .297 .0117 . 188 .0074 ±6 15 35 40

100_ __ 149 . 149 .0059 .102 .0040 ±6 15 35 40

200_ _.. 74 .074 .0029 .053 .0021 ±8 15 35 60

Note.—These sieve specifications conform to A. S. T. M. Ell.

(See 500.2, p. 1.)

2. (a) For collecting gross sample.—The containers shall be of metal of about 8 to 10 liter capacity, provided with tightly fitting covers.

Note.—Two-gallon milk cans are suitable for this purpose.

(b) For collecting laboratory sample. —The containers may be of metal or glass of about 1-liter capacity, provided with tightly fitting covers.

II. SAMPLING

3. The coal pulverized, per mill, during the period

of one hour shall be considered a unit for sampling.

A. MULTIPLE SYSTEM

In the multiple powdered coal system, the coal after pulverization

is conveyed into bins.

4. Not less than 2 kg of representative powdered

coal shall be collected as it is being discharged from

the pulverizer. This is best accomplished by col- lecting increments of not more than 200 g at regular

intervals by means of a scoop. The increments

shall be placed into a can of about 8 to 10 liter capacity, provided with a tightly fitting cover.

5. The gross sample shall be placed on a sheet of rubber or oilcloth, and thoroughly mixed by raising

first one corner of the cloth and then the other so as

to roll the coal over and over at least 100 times. After mixing, the sample shall be coned and quartered. The operations of mixing, coning, and

quartering shall be continued if necessary until the

6
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 501.0

sample is reduced sufficiently so that all of one of the

quarters weighs about 500 g, which coal shall constitute the laboratory sample. The laboratory

sample shall be transferred to a metal or glass container of about 1-liter capacity, provided with a

tightly fitting cover.

Note.—The operations of mixing, coning and quartering are de- scribed and illustrated in A. S. T. M. D21. (See 501.0, p. 4.)

B. UNIT SYSTEM

In the unit powdered coal system, the coal during and after being

pulverized is at once mixed with air and delivered to the furnace.

It is difficult to obtain representative samples, as it is necessary to sample the coal from a moving stream of coal and air inside the pipe between the pulverizer and the furnace. It is preferable to collect such samples from vertical pipes if possible, as in horizontal pipes considerable segregation takes place, the coarser particles tending to flow along the bottom of the pipes.

6. (a) The sampling device shall consist of a

1-inch thin-walled brass tube, with one end bent at a right angle or provided with a 90° elbow and

short length of tube. At the other end of the sampling tube a vacuum-sweeper bag shall be

tightly attached. The inside of the sampling tube

shall have no projections to interfere with the flow

of coal.

(6) The sampling tube shall be inserted into the powdered coal pipe through a stuffing box in such a manner that the opening of the sampling tube shall be directed against the stream of coal and air, and

permit moving back and forth across the entire diameter of the coal pipe. If the sample must be taken from a horizontal pipe, the sampling tube

shall be inserted through the top of the coal pipe, in such a manner as will permit moving the tube back

and forth from top to bottom along the vertical diameter of the pipe.

7. In collecting the sample, the sampling tube

shall be moved uniformly back and forth along the diameter of the pipe. In order to permit ready

elimination of air from the bag, the vacuum-cleaner

bag shall not be filled more than about one-fifth full at any time. Sampling shall be continued at regular intervals until a gross sample of not less than 5 kg

of coal is collected.

8. The gross sample shall be mixed, coned, and

quartered, and reduced in the same manner as described for the multiple powdered coal system.

m. PROCEDURE

9. The entire laboratory sample shall be air dried in a drying oven at 10° to 15° C. above room

temperature. The drying shall be continued until the loss in weight is not more than 0.1 per cent per

hour.

10. After air drying, the sample shall be thoroughly

mixed by rolling over and over at least 100 times on

a sheet of rubber or oilcloth, as described for the mixing of the gross sample. The sample, after mixing, shall be spread out to a depth of about onehalf inch and portions, representing a section from

the top of the coal to the mixing cloth, shall be taken

with a spatula at regular intervals.

11. A 50 g sample of the air-dried coal shall be

placed on the No. 200 sieve, to which a pan and

cover shall be attached. The sieve shall be held in one hand in a slightly inclined position, so that the sample will be well distributed over the sieve, while

at the same time the operator shall gently strike the

side about 150 times per minute against the palm of the other hand on the upstroke. Every 25 strokes the sieve shall be turned about one-sixth of a revolution in the same direction. The sieve shall be

held over a sheet of glazed white paper during the

sieving operation, so as to detect any loss that might result from accidental spilling of a portion of the sample, in which case another sample shall be taken.

After sieving for one minute, the sieve pan shall be removed, and the material which has passed

through the sieve discarded. The side of the sieve

shall be tapped with a brush handle, and the coal adhering to the underside of the wire cloth brushed

off. During the operation of tapping and brushing

the sieve cover shall remain on the sieve so as to prevent any loss of material over the side of the

sieve. Note.—A 1-inch bristle brush is satisfactory for brushing the underside of the wire cloth. The sieve pan shall be replaced, and the sieving

continued for two minutes; then the tapping and

brushing shall be repeated, and again repeated after two minutes of additional sieving. The operation

shall then be continued in the usual manner, omitting the tapping and brushing, until the amount

passing through in one minute of continuous sieving

is about 0.1 g. Each time, before weighing the material passing through the sieve, the side of the

sieve shall be tapped with the brush handle in order

to remove any material adhering to the underside

of the wire cloth. The cover of the sieve shall then

be removed, and the residue remaining on the sieve

carefully removed. The sieve shall be inverted over

a piece of glazed white paper, and the wire cloth cleaned by carefully brushing the under side. The

material thus removed from the wire cloth shall be added to the residue removed from the sieve. After cleaning the sieve, the residue shall be placed

thereupon, the sieve pan and cover attached, and the

sieving resumed in the usual manner, omitting the

operations of tapping and brushing, until not more

than 0.05 g passes through in one minute of continu- ous sieving, when the sieving shall be considered to be finished. The sieve shall be inverted and cleaned

as before, and the residue weighed.

12. The residue shall then be successively sieved on the Nos. 100, 50, 30, and 16 sieves. Sieving shall be continued in the usual manner, omitting the tapping and brushing, until not more than 0.05 g passes through in one minute of continuous sieving, when

the sieving shall be considered finished. The sieve

shall then be inverted, cleaned, and the residue weighed as described for the No. 200 sieve. Note.—As the fine material which tends to clog the meshes of the

sieves has been removed by sieving through the No. 200 sieve, it is not necessary to brush the underside of the wire cloth or clean the

sieves during the sieving operation, as was done for the No. 200 sieve.

13. The fineness shall be calculated from the

weights of the residues on the sieves, and shall be

expressed as percentages of the weight of the original

sample. Sieving value corrections for the No. 200

sieves, as determined by the National Bureau of Standards, shall be applied to the material sieved on the No. 200 sieves. The fineness test shall be

reported as follows:

Per cent Retained on No. 16 sieve Retained on No. 30 sieve, passing No. 16 sieve Retained on No. 50 sieve, passing No. 30 sieve__ Retained on No. 100 sieve, passing No. 50 sieve Retained on No. 200 sieve, passing No. 100 sieve Passing No. 200 sieve Note.—In applying the sieving value corrections, the graphical or

analytical methods for obtaining such corrections for sieves which

have been tested with a single standard sample shall be used. These methods are described in National Bureau of Standards Technologic Paper No. 42, pages 45-47; 1914.

14. Duplicate determinations by the same operator, using the same sieves, shall check within 1 per

cent on all sizes. Different operators, using different

sieves, shall check within 3 per cent on the material

sieved on the No. 200 sieves. Note.—Until such time as standard materials are available for determining sieving values of Nos. 100, 50, 30, and 16 sieves, it is not

feasible to specify check limits for the sizes as determined with these

sieves, when different sieves are used.

100925°—30 2 7
501.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

RAPID ROUTINE METHOD BY MACHINE SIEVING

For routine testing, mechanical sieving devices,

by which a number of sieves are shaken at the same

time, afford a convenient method of making fineness

tests. The hand-sieving method shall, however, be the standard method of test. The results obtained

by machine sieving should be compared to those obtained by hand sieving, to determine whether the

sieving action of the machine used is practically the

Figtjee 2.Drier for coarse samples

The outlet for air at the top may be connected with a chimney

or any other device which will furnish a suitable draft. (Bulletin No. 9, Geological Survey of Ohio, p. 312.) same as by hand sieving, for the coal being sieved. The same sieves should be used as specified for hand sieving, and each sieve should be provided with a close-fitting pan and cover to prevent possible loss of material during sieving. A 50 g sample of air-dried coal should be placed on each sieve (previously tared), and the sieves shaken until not more than about

0.1 g passes through the finest sieve of the series in the machine in one minute of continuous sieving. The

sieves should then be removed from the machine and

the undersurface of each sieve brushed clean. Siev- ing should then be resumed until not more than 0.1 g passes through the finest sieve of the series in the machine in one minute of continuous sieving, when

the test shall be considered finished, after which the

sieves should be cleaned as before and weighed on a balance sensitive to 0.1 g. The fineness should

be calculated and reported as in the hand-sieving

method.

American Society for Testing Materials, standard

methods of laboratory sampling and analysis of coal and coke, serial designation, D271-29, 1929. (These methods agree with those of the American

Chemical Society and were prepared jointly by that

organization and the A. S. T. M.) PREPARATION OF LABORATORY SAMPLES

Apparatus (A) For coal:

1. The apparatus used for sampling coal shall consist of the following:

(a) Air drying oven.—An oven for air-drying wet

samples. A suggested form is shown in Figure 2. Such an oven is not essential, but is economical

where many samples are to be dried.1 (b) Pans for air-drying wet samples.—Galvanized

iron pans 18 by 18 inches by 1.5 inches in depth.

(c) Balance or solution scale.—A balance or scale having a capacity of 5 kg sensitive to 0.5 g for weighing the galvanized iron pans with samples.

(d) Crusher.—A jaw crusher suitable for crushing

coarse samples to pass a 4760-micron (No. 4) sieve.

(e) Grinder.—A roU crusher or coffee-mill type

of grinder suitable for reducing the material passing a 4,760-micron (No. 4) sieve to pass an 840-micron

(No. 20) sieve. To reduce the moisture loss while

crushing, a coffee-mill type of grinder should be

entirely inclosed and have an inclosed hopper and

receptacle capable of holding 10 pounds of coal.

(/) Pulverizer.—An Abb<j ball mill, planetary disk

crusher, chrome-steel bucking board, or any satis- factory form of pulverizer for reducing the material passing an 840-micron (No. 20) sieve to pass a 250- micron (No. 60) sieve. The porcelain jars for the

ball mill should be approximately 9 inches in diameter and 10 inches high. The flint pebbles should be

smooth, hard, and well rounded.

(g) Large riffle sampler.—A large riffle sampler

with one-half or five-eighths inch divisions for reducing the coal passing the 4,760-micron (No. 4) sieve

to 10 pounds (see fig. 3).

(h) Small riffle sampler.—A small riffle sampler

with one-fourth or three-eighths inch divisions for reducing the material passing the 840-micron (No.

Figtjee 3.

Large riffle sampler

20) and the 250-micron (No. 60) sieves to a labora- tory sample (see fig. 4)

.

(i) Sieve.—An 8-inch 250-micron (No. 60) sieve with cover and receiver. Note.—The sieve designations employed are those of the Standard

Specifications for Sieves for Testing Purposes (serial designation: E 11, see 500.2, p. 1), of the American Society for Testing Materials, and all sieves shall conform to the detailed requirements of these

specifications.

(j) Containers.—Samples in which the moisture

content is important should always be shipped in moisture-tight containers. A galvanized-iron or

tin can with an air-tight friction top or a screw top

which is sealed with a rubber gasket and adhesive

1 For details of air-drying oven, see F. M. Stanton and A. C. Fieldner, Methods of Analyzing Coal and Coke, Tech. Paper No. 8, Bureau of Mines, p. 2; 1926.

8
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 501.0

tape is best adapted to this purpose. Glass fruit jars sealed with rubber gaskets may be used, but

require very careful packing to avoid breakage in transit. Samples in which the moisture content is of no importance need no special protection from

loss of moisture.

(B) For coke

:

2. The apparatus used for sampling coke shall consist of the following:

(a) Pans for total moisture determination.—Gal- vanized iron pans 24 hy 24 inches by 4 inches in depth.

(6) Balance or solution scale.-—A balance or scale having a capacity of 10 kg sensitive to 1 g for weighing the galvanized-iron pans with samples.

(c) Crusher.—The same as section 1 (d).

(d) Roll crusher.—A hard-steel roll crusher suit- able for reducing the material passing a 4,760-

micron (No. 4) sieve to pass an 840-micron (No. 20)

sieve.

(e) Pulverizer.—An Abbe' ball mill, hard-steel roll crusher or hard-steel diamond mortar for reducing the product passing an 840-micron (No. 20) sieve to pass a 250-micron (No. 60) sieve. The porcelain

jars for the ball mill should be approximately 9 inches in diameter and 10 inches high. The flint pebbles should be smooth, hard, and well rounded. The rolls of the hard-steel roll crusher should revolve at the same speed.

(/) Large riffle sampler.—Same as in section 1 {g) for reducing coke passing the 4,760-micron (No. 4) sieve to 10 pounds. (See fig. 3.)

(g) Small riffle sampler.—The same as section 1 (h). (See fig. 4.) (k) Sieve.—The same as section 1 (i).

(i) Containers.—The same as section 1 (j).

(j) Oven, stove, or hot plate.—An oven, stove, or hot plate for drying coke Samples in the determination of total moisture. If an oven is used it should have openings provided for natural ventilation and

should be capable of being regulated between 104° and 200° C. If the coke is dried on a stove or hot

plate a thermometer should be placed in it, and care exercised that the temperature does not exceed

200° C. at any point in the pan of coke. METHOD OF SAMPLING

(A) For coal appearing dry

:

3. (a) If the sample is coarser than will pass completely a 4,760-micron (No. 4) sieve and larger in amount than 10 pounds, quickly crush it with the jaw crusher to pass a 4,760-micron (No. 4) sieve and

reduce it on the large riffle sampler to 10 pounds; 2 then crush it at once to pass an 840-micron (No. 20) sieve by passing through rolls or an inclosed grinder,

and take, without sieving a 50 g total moisture

sample, immediately after the material has passed

through the crushing apparatus. This sample

should be taken with a spoon from various parts of the product passing an 840-micron (No. 20) sieve, and should be placed directly in a rubber-stoppered

bottle.

(6) Thoroughly mix the main portion of the sample, reduce on the small riffle sampler to about

200 g, and pulverize to pass a 250-micron (No. 60) sieve by any suitable apparatus without regard to

loss of moisture. After all the material has been

passed through the 250-micron (No. 60) sieve, mix

and divide it on the small riffle sampler to about

50 g. Transfer the final sample to a 4-ounce rubber-stoppered bottle. Determine moisture in both the 250-micron (No. 60) sieve sample, and the 840-micron (No. 20) sieve sample, in accordance

1 If the sample is crushed to pass a 3,360 micron (No. 6) sieve it may

ie reduced to 5 pounds.

with sections 6, 7, and 8 under the determination

of moisture.

(c) Calculation.—Calculate the analysis of the

coal passing the 250-micron (No. 60) sieve which has become partly air-dried during sampling, to the

dry-coal basis, by dividing each result by 1 minus

its content of moisture. Compute the anatysis of the coal "as received" from the dry-coal analysis

by multiplying by 1 minus the total moisture found

in the sample passing an 840-micron (No. 20)

sieve. (B) For coal appearing wet:

4. (a) Spread the sample on tared pans, weigh,

and air dry at room temperature, or in the special

drying oven, shown in Figure 2, at 10° to 15° C. above room temperature, and weigh again. The

drying should be continued until the loss in weight

is not more than 0.1 per cent per hour. Complete

the sampling as described in section 3 for dry coal.

(6) Calculation.—Correct the moisture found in

Figure 4.Small riffle sampler

the air-dried sample passing an 840-micron (No. 20) sieve to total moisture "as received," as follows:

100—percentage of air-drying loss . . , ,

j(jq- X (percentage of moisture in air-dried sample passing an 840-micron (No. 20) sieve) + (percentage of air-drying loss) = (total moisture "as received")

(c) Calculate the analysis to "dry-coal" and

"as-received" bases as described in section 3 for dry coal, using for the "as-received" caluclation the total moisture as found by the formula in paragraph (6) in place of the moisture found in the

coal passing an 840-micron (No. 20) sieve. Notes.—Freshly mined or wet coal loses moisture rapidly on

exposure to the air of the laboratory, hence the sampling operations between opening the container and taking the total-moisture sample

passing an 840-micron (No. 20) sieve must be conducted with the utmost dispatch and with minimum exposure to air. The accuracy of the method of preparing laboratory samples

should be checked frequently by resampling the rejected portions and preparing a duplicate sample. The ash in the two samples

should not differ more than the following limits: Per cent No carbonates present o. 4 Considerable carbonate and pyrite present .7 Coals with more than 12 per cent ash, containing considerable carbonate and pyrite 1. (C) For coke

:

5. (a) Total moisture determination.—Dry the

entire sample received at the laboratory, without

any preliminary crushing, to constant weight at a

9
501.0 STANDARDS AND SPECIFICATIONS FOR NONMETALDIC MINERALS

temperature of not less than 104° nor more than

200° C.3 Calculate the loss in weight to percentage of moisture, which shall constitute the total moisture

in the coke as received at the laboratory.

The allowable difference in duplicate determinations by the same analyst is 0.5 per cent.

(6) Reduction of sample.—Crush the dried sample

mechanically with a jaw or roll crusher, or by hand

on a chilled iron or hard-steel plate by impact of a hard bar or sledge, avoiding all rubbing action, as otherwise the ash content will be materially increased by the addition of iron from the sampling apparatus,

Figure 5.Toluene or glycerin and water oven

for determining moisture {Technical Paper

No. 8, Bureau of Mines, p. 8; 1926)

even though hardened iron or steel is used. Continue the crushing until all the sample passes through a 4,760-micron (No. 4) sieve, mix and reduce on the large riffle sampler to not less than 5 pounds;

again crush the 5-pound sample sufficiently fine to pass an 840-micron (No. 20) sieve; mix and reduce on the small riffle sampler to 200 g. Transfer this 200 g portion to the porcelain jar of an Abb6 ball mill and pulverize to pass a 250-micron (No. 60)

sieve. When pulverization is complete, pour the contents of the jar on a }4-inch screen and separate the sample from the pebbles by shaking the screen. Pass all the material through a 250-micron (No. 60)

sieve, pulverizing any coarse particles by impact

in a hard-steel diamond mortar, and mix with the remainder of the sample. Reduce the sample

through the small riffle sampler to about 50 g and

transfer to a rubber-stoppered glass bottle.

(c) In case a ball mill is not available for fine grinding, quarter the 5-pound sample passing an

840-micron (No. 20) sieve to 200 g and pulverize to pass a 250-micron (No. 60) sieve by means of a hardsteel roll crusher in which the rolls revolve at the same speed or by impact in a hard-steel diamond

mortar. The use of rubbing surfaces, such as a

disk pulverizer or a bucking board, is never permissible for grinding coke.

Note.—The accuracy of the method of preparing laboratory samples should be checked frequently by resampling the rejected portions and preparing a duplicate sample. The ash in the two

samples should not differ more than 0.4 per cent.

a Experiments made at the XJ. S. Bureau of Mines have shown that

results checking within 0.5 per cent are obtained between these temperature limits. See A. C. Fieldner and W. A. Selvig, The

Determination of Moisture in Coke, U. S. Bureau of Mines, Technical Paper No. 148; 1917,

METHODS OF ANALYSIS

DETERMINATION OF MOISTURE (FOR COAX AND COKE)

Apparatus

6. (a) Moisture oven {for coal).—For determining

the moisture of coal, the oven shall be so constructed

as to have a uniform temperature in all parts and

a minimum of air space. It may be of the form

shown in Figure 5. Provision shall be made for renewing the air in the oven at the rate of two to four times a minute, with the air dried by passing

it through concentrated HaSO-i. {For coke).—For determining the moisture of coke, an ordinary drying oven with openings for natural air circulation and capable of temperature

regulation between limits of 104° and 110° C. may

be used.

(6) Capsules with covers.—A convenient form,

which allows the ash determination to be made on

the same sample, is a porcelain capsule, seveneighths inch deep and 1% inches in diameter; or a fused silica capsule of similar shape. This shall be

used with a well-fitting flat aluminum cover, illus- trated in Figure 6. Platinum crucibles or glass capsules with groundglass caps may also be used. They should be as shallow as possible, consistent with convenient

handling.

Method

(A) For coal or coke passing 250-micron (No. 60)

sieve

:

7. (a) Heat the empty capsules under the conditions at which the sample is to be dried, place

stopper or cover on capsule, cool over concentrated H2 S04 (sp. gr. 1.84) for 30 minutes, and weigh.

Dip out with a spoon or spatula from the sample

bottle approximately 1 g of the sample; put this quickly into the capsule, close, and weigh at once.

{b) An alternate procedure (more open to error), after transferring an amount slightly in excess of

1 g, is to bring to exactly 1 g in weight (±0.5 mg)

by quickly removing the

excess weight of the sample with a spatula. The

utmost dispatch must be

used in orderto minimize

the exposure of the sample until the weight is found.

After removing the

covers, quickly place the

capsules in a preheated oven (at 104° to 110° C.) through which passes a

current of air dried by Figuee 6.

Capsule for concentrated H2SO4 (the use in determining moiscurrent of dry air is not ture necessary for coke).

Close the oven at once and heat for one hour. Then open the oven, cover the capsules quickly and

place them in a desiccator over concentrated H2SO4.

Wnen cool, weigh.

The percentage of moisture in the sample passing a 250-micron (No. 60) sieve shall be used to calculate the other results to a dry basis. (B) For coal passing 840-micron (No. 20) sieve:

8. Use 5 g samples, weighed with an accuracy of 2 mg, and heat for one and one-half hours; the procedure is otherwise the same as with the sample

passing a 250-micron (No. 60) sieve as described

in section 7. Note.—For methods of greater accuracy see Report of Subcommittee II on Moisture, of the Joint Committee on Analysis of Coal, Proceedings, Am. Soc. Testing Mats., Vol. XIV, Part I, pp. 419-

423; 1914.

10
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 501.0

DETERMINATION OF ASH (FOR COAX AND COKE)

Apparatus

9. (a) Gas or electric muffle furnace (for coal).—

For determination of ash of coal, the muffle shall have good air circulation and be capable of having

its temperature regulated between 700° and 750° C.

(b) Gas or electric muffle furnace or Meker burner

(for coke).—For determination of ash of coke, the

muffle shall have good air circulation, and be capable

of having its temperature regulated to not exceed

950° C.

(c) Porcelain capsules.-—Porcelain capsules, seveneighths inch deep and 1% inches in diameter, or

similar shallow dishes or platimun crucibles.

Method

(A) For coal:

10. Place the porcelain capsules containing the

dried coal from the moisture determination in a

cold muffle furnace, or on the hearth at a low temperature, and gradually heat to redness at such a

rate as to avoid mechanical loss from too rapid

expulsion of volatile matter. Finish the ignition to constant weight (±0.001 g) at a temperature

between 700° and 750° C. Cool in a desiccator,

and weigh as soon as cold. Notes.—Before replacing the capsules in the muffle for ignition to constant weight, the ash should be stirred with a platinum or nichrome wire. Stirring once or twice before the first weighing

hastens complete ignition. The result obtained by this method is "uncorrected" ash. For

"corrected" ash see the preliminary report.' The actual mineral matters in the original coal are usually very different in weight and

composition from the weight of the "uncorrected" ash. (B) For coke

:

11. Place the capsules containing the dried coke

from the moisture determination in a muffle furnace

or over a burner, and heat to redness at such a rate as to avoid mechanical loss. Finish the ignition to constant weight (±0.001 g) at a temperature not

exceeding 950° C. Cool in a desiccator and weigh.

Notes.—Before replacing the capsules in the muffle for ignition to constant weight the ash should be stirred with a platinum or ni- chrome wire. Stirring once or twice before the first weighing hastens complete ignition. Test the ash for unburned carbon by moistening it with alcohol; any carbon remaining will show as black particles. DETERMINATION OF VOLATILE MATTER (FOR COAL AND

COKE)

Apparatus

12. (a) Platinum crucible with closely fitting cover

(for coal).—The crucible shall be of not less than 10 nor more than 20 cc capacity; of not less than 25 nor more than 35 mm in diameter; of not less than

30 nor more than 35 mm in height.

(b) Platinum crucible with closely fitting cover (for coke).—The crucible shall be of 10 cc capacity, with

capsule cover having thin flexible sides fitting down

into crucible. Or the double-crucible method may

be used, in which the sample is placed in a 10 or 20 cc platinum crucible, which is then covered with another

crucible of such a size that it will fit closely to the

sides of the outer crucible, and its bottom will rest one-third to one-half inch above the bottom of the

outer crucible.

(c) Vertical electric tube furnace; or a gas or elec- trically heated muffle furnace (for coal or coke).—The

furnace may be of the form as shown in Figure 7. It shall be regulated to maintain a temperature of 950° C.±20° C. in the crucible, as shown bv a ther- mocouple kept in the furnace. If the determination

of volatile matter is not an essential feature of the

1 Report on Fixed Carbon and Ash, Proa, Am. Soc. Testing Mats.,

specifications under which the coal or coke is bought,

a Meker burner may be used.

Method

(A) For coal and coke, usual method:

13. Weigh 1 g of the sample in a weighed platinum

crucible, closed with a cover, and place on platinum

or nichrome-wire supports in the furnace chamber,

which shall be at a temperature of 950° C.±20° C. After the more rapid discharge of volatile matter

has subsided, as shown by the disappearance of the luminous flame, or in the case of coke after heating two or three minutes, tap the cover lightly to more

Figure 7.

Electric tube furnace for determining volatile matter

For 110-volt alternating current, 60 feet of nichrome wire, No. 17 B. & S. gage will give the required temperature. The

temperature must be controlled by an external resistance. (Technical Paper No. 8, Bureau of Mines, p. 11; 1926.)

perfectly seal the crucible and thus guard against the admission of air. After heating for exactly seven minutes, remove the crucible from the furnace

and, without disturbing the cover, allow it to cool. Coke should be cooled in a desiccator. Weigh as soon as cold. The loss of weight minus moisture

equals the volatile matter.

14. Modification for subbituminous coal, lignite, and peat.—Mechanical losses are incurred on suddenly heating peat, subbituminous coal, and lignite; therefore, they must be subjected to a preliminary

gradual heating for five minutes; this is best done

by playing the flame of a burner upon the bottom of

II
501.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

the crucible in such a manner as to bring about the

discharge of volatile matter at a rate not sufficient to cause sparking. After the preliminary heating,

transfer the crucible to the volatile-matter furnace and heat for six minutes at 950° C. as in the regular

method described in Section 13. Notes.—The cover should fit closely enough so that the carbon

deposit from bituminous and lignite coals does not burn away from

the under side. Regulation of temperature to within the prescribed limit is important. (B) For coal and coke, using Meker burner:

15. Weigh 1 g of the sample in a weighed platinum

crucible and close with a cover or, in the case of coke,

another crucible as described in section 12 (b). Place in the flame of a No. 4 Meker burner, having

approximately an outside diameter at the top of 25 mm and giving a flame not less than 15 cm high.

The temperature should be 950° C.±20° C, as determined by placing a thermocouple through the

perforated cover, which for this purpose may be of nickel or asbestos. The junction of the couple should be placed in contact with the center of the bottom of the crucible; or the temperature may be

indicated by the fusion of pure K2 Cr04 in the covered

crucible (fusion of K2 Cr04 , 940° C.) . The crucible

shall be placed in the flame about 1 cm above the top of the burner and the heating continued seven

minutes. Where the gas pressure is variable it is well to use a U tube attachment to the burner. DETERMINATION OF FIXED CARBON (FOR COAL AND COKE)

16. Calculate fixed carbon as follows:

100— (moisture+ash+volatile matter) = percentage of fixed carbon DETERMINATION OF SULPHUR (FOR COAL AND COKE)

(A) Esehka method

:

Apparatus

17. (a) Gas or electric muffle furnace, or burners.—

For igniting the sample with the Eschka mixture and

for igniting the BaS04 . (b) Porcelain or platinum crucibles or capsules.—

Porcelain capsules, seven-eighths inch deep and 1%

inches in diameter, or porcelain crucibles of 30 cc capacity, high or low form, or platinum crucibles

of similar size shall be used for igniting the sample

with the Eschka mixture.

(c) Porcelain, platinum, alundum, or silica crucibles of 10 to 15 cc capacity, shall be used for igniting the BaS04 .

Solutions and Reagents

18. (o) Barium chloride.-—Dissolve 100 g of BaCl2 -2H2 in 1,000 cc of distilled water.

(b) Saturated bromine water.—Add an excess of bromine to 1,000 cc of distilled water.

(c) Eschka mixture.-—Thoroughly mix 2 parts

(by weight) of light calcined MgO and 1 part of anhydrous Na2 C02 . Both materials should be as

free as possible from sulphur.

(d) Methyl orange.—Dissolve 0.02 g in 100 cc

of hot distilled water and filter.

(e) Hydrochloric acid.—Mix 500 cc of HC1 (sp.

gr. 1.19), and 500 cc of distilled water.

(f) Normal hydrochloric acid.—Dilute 80 cc of HC1 (sp. gr. 1.19), to 1 liter with distilled water.

(g) Sodium carbonate.—A saturated solution,

approximately 60 g of crystallized or 22 g of anhydrous Na2 C03 in 100 cc of distilled water.

(h) Sodium-hydroxide solution.—Dissolve 100 g

in 1 liter of distilled water. This solution may be

used in place of the Na2 C03 solution.

Method

19. Preparation of sample and mixture.—Thoroughly mix on glazed paper 1 g of the sample and

3 g of Eschka mixture. Transfer to a porcelain

capsule, seven-eighths inch deep and 1% inches in diameter, or a porcelain crucible of 30 cc capacity,

high or low form, or platinum crucible of similar

size, and cover with about 1 g of Eschka mixture.

20. (a) Ignition.—On account of the amount of sulphur contained in artificial gas, the crucible

shall be heated over an alcohol, gasoline, or natural-gas flame as described in paragraph (b), or in a gas or electrically heated muffle, as described

in paragraph (c) for coal and in paragraph (d) for coke. The use of artificial gas for heating the sample and Eschka mixture is permissible only

when the crucibles are heated in a muffle.

(b) Heat the crucible, placed in a slanting posi- tion on a triangle, over a very low flame to avoid

rapid explusion of the volatile matter, which

tends to prevent complete absorption of the products of combustion of the sulphur. Heat the

crucible slowly for 30 minutes, gradually increasing the temperature and stirring after all black particles have disappeared, which is an indication of the completeness of the procedure.

(c) (For coal).—Place the crucible in a cold muffle and gradually raise the temperature to 870° to 925° C. (cherry-red heat) in about one

hour. Maintain the maximum temperature for about one and one-half hours and then allow the

crucible to cool in the muffle.

(d) (For coke).—Place the crucible in a warm

muffle and gradually raise the temperature to

870° to 925° C. (cherry-red heat) in about 30

minutes. Maintain this maximum temperature

until on stirring all black particles have disappeared.

(e) Subsequent treatment.—Remove and empty

the contents into a 200 cc beaker and digest with

100 cc of hot water for one-half to three-fourths hour, with occasional stirring. Filter and wash

the insoluble matter by decantation. After several washings in this manner, transfer the insol- uble matter to the filter and wash five times,

keeping the mixture well agitated. Treat the

filtrate, amounting to about 250 cc, with 10 to 20 cc

of saturated bromine water, make slightly acid with HC1 and boil to expel the liberated bromine.

Make just neutral to methyl orange with NaOH or Na2 C03 solution, then add 1 cc of N HC1. Boil again and add slowly from a pipette, with constant

stirring, 10 cc of a 10 per cent solution of BaCl2 -2H2 0. Continue boiling for 15 minutes and allow to stand

for at least two hours, or preferably over night, at a temperature just below boiling. Filter through an ashless filter paper and wash with hot distilled water until a AgN03 solution shows no precipitate with a drop of the filtrate. Place the wet

filter containing the precipitate of BaS04 in a weighed platinum, porcelain, silica, or alundum

crucible, allowing a free access of air by folding the paper over the precipitate loosely to prevent

spattering. Smoke the paper off gradually and at no time allow it to burn with flame. After the paper is practically consumed, raise the temperature to approximately 925° C. and heat to constant

weight.

The residue of MgO, etc., after leaching, should

be dissolved in HC1 and tested with great care for sulphur. When an appreciable amount is found

this should be determined quantitatively. The

amount of sulphur retained is by no means a

negligible quantity.

(/) Blanks and corrections.—In all cases a cor- rection must be applied either (1) by running a

blank exactly as described above, using the same amount of all reagents that were employed in the

regular determination, or more surely (2) by de- termining a known amount of sulphate added to a solution of the reagents after these have been put

12
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 501.0

through the prescribed series of operations. If this latter procedure is adopted and carried out,

say, once a week or whenever a new supply of a

reagent must be used, and for a series of solutions covering the range of sulphur content likely to be

met with in the samples, it is only necessary to add to or subtract from the weight of BaSO*

obtained from a sample, whatever deficiency or excess may have been found in the appropriate

"check" in order to obtain a result that is more

certain to be correct than if a "blank" correction

as determined by the former procedure is applied.

This is due to the fact that the solubility error for BaS04, for the amounts of sulphur in question

and the conditions of precipitation prescribed, is probably the largest one to be considered. BaS04

is soluble in acids and even in pure water, and the

solubility limit is reached almost immediately on

contact with the solvent. Hence, in the event of using reagents of very superior quality or of exercising more than ordinary precautions, there may be no apparent "blank," because the solubility limit of the solution for BaS(>4 has not been

reached or at any rate not exceeded.

(g) Calculate sulphur content as follows:

Percentage of sulphur= ^ht

°.

f BaSO'-Mank) X13.74

\\ eight of sample Note.—As shown in the preliminary report, the Atkinson and

sodium-peroxide methods give results in close agreement with the Eschka method. Register has shown that if 5 per cent of nitrogen

is present in the gases contained in the bomb calorimeter the sulphur

of a sample is almost completely oxidized to H2SO< and the washings

of the calorimeter may be used for the determination of sulphur.

(B) Bomb-washing method

:

Method

21. (o) Ignition.—Sulphur is determined in the washings from the oxygen-bomb calorimeter follow- ing the calorimetric determination. The type of bomb, amount of water in the bomb, oxygen pressure, and amount of sample taken shall be the same

as specified under the calorimetric determination. The bomb shall stand in the calorimeter water for not less than five minutes after firing.

(b) Subsequent treatment.—Remove the bomb

from the calorimeter water and open the valve carefully so as to allow the gases to escape at an approximately even rate so the pressure is reduced to atmospheric in not less than one minute. Bombs equipped

with valves other than needle valves, such as compression valves, shall be provided with a device so the valve can be controlled to permit a slow and

uniform release of the gases. Open the bomb and

examine the inside for traces of unburned material

or sooty deposit. If these are found, the determination shall be discarded. Wash carefully all parts of the interior of the bomb, including the tray, with a

fine jet of distilled water containing 1 cc per liter of a saturated solution of methyl orange, until no

acid reaction is observed. It is essential to wash

through the valve opening in the case of bombs

equipped with compression valves, or other types

of valves with large openings, as considerable spray may collect in such valve openings.

Collect the washings in a 250 cc beaker and titrate with standard alkali solution to obtain the "acid

correction" for the heating value, as specified under

the calorimetric determination. Add 1 cc of NH4 OH (sp. gr. 0.90) heat the solution to boiling,

and filter through qualitative filter paper. Wash

the residue and filter paper thoroughly five or six times with hot distilled water. To the filtrate and

washings, amounting to about 250 cc, add 1 cc of saturated bromine water and sufficient HC1 to make

it slightly acid. Boil the solution to expel the

excess bromine. Adjust the acidity and precipitate

and determine the sulphur, as specified under the Eschka method, section 19. (C) Sodium peroxide fusion method

:

Apparatus

22. (a) Combustion bomb.—The Parr coal sulphur

bomb, or its equivalent, shall be used. The bomb

shall have an inner surface which is not attacked by

the chemicals on ignition of the charge.

(6) Reagents.—Sulphur-free powdered sodium per- oxide (Na2 2 ) powdered c . p. potassium perchlorate

(KCIO4) or potassium chlorate (KCIO3) and powdered c. p. benzoic acid shall be used.

Method

23. (a) Place 1 g of KC104 or KC103 in a dry

sulphur bomb and break up any lumps that occur. Add a 0.5 g sample and mix thoroughly with a glass

rod. Then add one measure (about 15 g) sodium

peroxide, close the bomb and mix thoroughly by

shaking. In the case of cokes or anthracites, or

coals excessively high in ash which fail to ignite or

fuse properly (as indicated by the fusion being

honeycombed in appearance) and 0.3 g of benzoic

acid to the bomb at the time the chlorate and sample

are added. It should be noted that a mixture of potassium chlorate and organic matter alone pro- duces a mixture of extremely explosive properties.

One of the important functions of the sodium per- oxide is to provide a diluent, thus slowing down the

reaction, so care should be taken that it is not omitted in the charge. Potassium perchlorate is fully

equal if not superior to the KCIO3, and is without

turbulence in its reaction. Fasten the cover securely to the bomb and ignite the charge by applying a sharply pointed flame from

a blast lamp to the bottom of the bomb for a brief period, or by electric ignition, according to the type

of bomb used. Place the bomb inside a piece of

steel pipe when the charge is ignited to prevent possible injury to the operator if the bomb should burst. Allow one minute for complete combustion to take

place after ignition, then cool under the tap or in a

vessel of water. Remove the cover from the bomb, place the bomb

on its side in a 400 cc beaker and wash off the cover with a fine jet of hot distilled water. Place a watch

glass over the beaker and cautiously add about

100 cc of hot distilled water. After the contents of the bomb have dissolved, remove and rinse it carefully with the distilled water. Add slowly, concentrated HC1 to the neutral point, then add 1 to 2 cc

of the acid in excess. Filter through qualitative

filter paper into a 600 cc beaker and wash thoroughly

five or six times with distilled water. Dilute the

filtrate to approximately 400 cc and precipitate the sulphur with barium chloride and determine as

specified under the Eschka method, section 19.

(b) Blank correction.—A blank correction shall be applied by running a blank on the reagents used. DETERMINATION OF PHOSPHORUS IN ASH (FOR COAI AND

COKE)

Solution Required

24. Molybdate solution.—Dissolve 65 g of molybdic

acid (85 per cent) in a mixture of 143 cc of NH4 OH

(sp. gr. 0.90) and 142 cc of water. Add this solution

slowly, with constant stirring, to 715 cc of HNO3

(sp. gr. 1.20). If the solution is cloudy, add two

drops of a solution of ammonium phosphate (20 per

cent) and allow the precipitate which forms to

settle. Filter the solution into bottles, and if necessary refilter just before using. If the molybdic

acid used is 100 per cent, 56 g should be taken

instead of 65 g.

13
501.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Method Method No. l,for all cases: 25. Add to the ash from a 5 g sample, in a platinum crucible, 10 cc of concentrated HN03 and 3 to 5 cc of HF. Evaporate the liquid and fuse the

residue with 3 g of Na2C03. If unburned carbon is present, mix 0.2 g of NaNOs with the carbonate. Leach the melt with water and filter the solution. Ignite the residue, fuse with Na2 C03 alone, leach the melt with water and filter the solution. Just acidify

with HN03 the combined filtrate held in a flask, add

3 to 5 cc of concentrated HNO3 in excess, and concentrate to a volume of 100 cc. Add 6 g of NH4NO3,

bring the temperature of the solution to 80° C, add

50 cc of molybdate solution and shake the flask for 10 minutes. When the precipitate has settled, filter and wash the precipitate, until free from acid, with a KNO3 solution (2 per cent). Place the filter paper

with the precipitate in the flask, add 25 cc of recently boiled distilled water, and macerate the filter paper

with a glass stirring rod. Add a measured excess of standard NaOH solution and agitate the solution to completely dissolve the precipitate. Add three drops

of phenolphthalein solution as an indicator and titrate the excess NaOH with a standard HNO3 solution. The alkali solution may well be made equal to 0.00025 g of phosphorus per cubic centimeter, or 0.005 per cent for a 5 g sample. Such a solution would be

0.926 of 0.2 N.s

Note.—The advantage of the use of HF in the initial attack of the ash lies in the resulting removal of silica. Fusion with alkali carbonate

is necessary for the elimination of titanium, which if present and not removed, will contaminate the phosphomolybdate and is said to sometimes retard its precipitation. Method No. 2, when titanium is low:

26. When titanium is so low as to offer no objection, decompose the ash as described in section 25, method No. 1, but carry the evaporation only to a volume of about 5 cc. Dilute the solution with water to 30 cc, boil and filter into a flask. If the washings are turbid pass them again through the

filter. Ignite the residue in a platinum crucible, fuse with a little Na2 C03 , dissolve the melt in HN03 and add the solution, if clear, to the main one. If not clear, filter. The fusion of the residue may be

dispensed with in routine work on a given coal or coke if it is certain that the residue is free from phosphorus. Add NH4OH until a slight precipitate ensues. Add concentrated HN03 to just dissolve the precipitate, then add 3 to 5 cc of the acid in excess. Heat the solution, which should have a volume of about 100 cc, to 80° C, and add 50 cc

of molybdate solution. Shake the flask for 10 minutes, filter, and determine the phosphorus as described in section 25, method No. 1. DETERMINATION OF FUSIBILITY OF ASH (FOR COAI AND

COKE)

Apparatus

27. (a) Standard furnace.—Gas-fired furnaces,

such as the coal-ash fusion furnace of the Denver

Fire Clay Co., the No. 3 Melter's furnace of the American Gas Furnace Co., or their equivalent shall be used. These gas-fired furnaces are especially suitable for fusion determination in that the burners are arranged on a tangent near the base of the furnace, thus producing a rotary flame which completely surrounds

the crucible in which the ash cones are placed.

The whirling flame heats the crucible uniformly,

and when the furnaces are operated with an excess

of gas over air a reducing atmosphere is maintained

in the crucible, which condition gives the lowest point at which the ash fuses. Either natural or

5 Ulmann and Buch, Chemical Engineer, 10, p. 130; 1909.

artificial gas may be used. Air should be supplied

at uniform pressure. The stock design of the No. 3 Melter's furnace should be modified by providing the upper cylinder

with two holes in the side; a 2-inch observation hole with its center 4 inches from the top of the cylinder

(excluding cover plate), and a 1-inch thermocouple

hole 90° to the right of the observation hole; the bottoms of these holes being in the same horizontal

plane. The coal-ash fusion furnace as furnished by

the Denver Fire Clay Co. is provided with suitable observation and thermocouple holes. The interiors

of the furnaces are cylindrical and approximately

7 inches in diameter. Counterbalanced sheet-iron canopies connected with telescopic flues to an exhaust system are placed over the furnaces for conducting

the hot gases out of the room.

(b) Refractory crucibles.—The interior of the fusion furnace as arranged for making a test is shown in Figure 8. Crucible a is a corundite crucible about

3 inches in inside diameter and about 4}^ inches in

Figure 8.

Section of furnace arranged for fusion tests

height outside, with a wall thickness of about onehalf inch. The crucible is provided with a cover,

b, and shall have two holes in the side, an observation

hole 2 inches in diameter and a thermocouple hole 1 inch in diameter, 90° to the right of the observation

hole. The bottoms of the two holes shall be in the same horizontal plane. The crucible is supported

by a corundite support, c, so that the two holes in the crucible are in line with the corresponding holes

in the furnace wall. The ash cones, d, are supported on corundite disk e so that they are visible through

the observation hole of the crucible and furnace

wall.

(c) Observation hole.—A fused silica, alundum, or refractory porcelain tube, /, V/s inches in external diameter and 6 to 7 inches long, is cemented in the

2-inch observation hole of the furnace, the inner end

being flush with the inside furnace wall and the other end projecting out of the furnace. A brass sleeve carrying a single thin glass window, made from

ordinary soda glass, shall be slipped on the outer end

of the observation tube to prevent the escape of burning gas, which would interfere with a convenient

observation of the cones. When observations at

14
COAL, PETEOLEUM, ASPHALT, AND MINEEAL WAX 501.0

high temperatures are made, the cones should be

viewed through a piece of colored glass.

(d) Blowing tube.—At furnace temperatures above

1,000° C. it is very difficult to observe the ash cones. An open refractory porcelain blowing tube (g, fig. 8) about }{ inch in inside diameter shall be inserted in the thermocouple hole, the inner end being flush with the inside of the furnace wall. The blowing

tube shall be connected to the compressed air line by means of rubber tubing and the air shall be let into the tube at the time of observation by means of a

pinchcock, thus momentarily cooling the ash cones and rendering them visible.

(e) Brass cone mold. —A brass cone mold for making ash cones, three-fourths inch high and one-fourth

inch at each side of the base, which is an equilateral

triangle, is illustrated in Figure 9.

(J) Pyrometer.6—Temperature measurements shall be made with a thermocouple of platinum and

platinum-rhodium used in conjunction with a highresistance milli voltmeter or potentiometer; or with an optical pyromrter of the 'iisappearing filament

type, which has been calibrated to be accurate to 10° C. up to 1,400° C. and to 15° C. from 1,400° to 1,600° C. If a thermocouple is used it should be

protected from the furnace gases by a glazed porcelain tube and so placed in the furnace that the hot

junction is in the immediate vicinity of the cones. The pyrometer equipment shall be checked frequently by mounting small pieces of pure gold and nickel

in the same manner as the cones. With a strong re- ducing atmosphere, 1 ,452° C. should be obtained for the melting point of nickel and 1,063° C. for the

gold. The pyrometer equipment should also be

standardized from time to time through the temperature range for which it is used, by a suitably

equipped standardizing laboratory, such as that of the National Bureau of Standards.

(g) If temperature measurements are made by

sighting an optical pyrometer through the glass

window of the observation tube the following cor- rections shall be added to the observed temperatures to correct absorption of light by the glass

window:

Correction to observed temperature for absorption of

light by a single clean glass window 1

Observed Correction tempera- to be

ture added

"C. °C.

800 5 1,000 8

1,200 10 1,400 13 1,600 16

> B. S. Tech. Paper No. 170, p. 117; 1921.

Preparation of Ash

28. Spread out 50 to 100 g of the sample passing a 250-micron (No. 60) sieve on a 6-inch fire-clay

roasting dish, and completely convert to ash in a

muffle furnace at a temperature of 800° to 900° C. Transfer 5 to 10 g of this ash to an agate mortar 7 and grind to pass a 74-micron (No. 200) sieve. Then place the ash in a silica or porcelain capsule,

%-inch deep and 1% inches in diameter, and ignite for a period of two hours in a current of oxygen, at a temperature of 800° to 850° C. This ignition is made

to insure complete and uniform oxidation of the ash.

6 For detailed information concerning the use of pyrometers see Pyrometric Practice, B. S. Tech. Paper No. 170; 1921.

7 A mechanical agate-mortar grinder will save time where many

determinations are made.

Preparation of Cones

29. Moisten the ignited ash with a 10 per cent

dextrin solution and work into a plastic mass with a

spatula. Mold the plastic material into small tri- angular pyramids %-inch high and }> 4-inch wide at the

side of the base. The pyramids are made by firmly

pressing the plastic material with a steel spatula into a brass mold of the dimensions mentioned, the mold

being similar to that shown in Figure 9. Strike off

-2U

Figtjre 9.

Brass cone mold

the surface smooth and remove the cone from the mold by applying a small knife blade at the base. Mount the cones when dry in a refractory base composed of a mixture of equal parts of kaolin and cal- cined alumina. Moisten the base mixture to make

it workable, and spread a part of it out on a sheetiron plate. Then mount the cone in a vertical posi- tion in a small hole made in the base, and put base

material into the hole around the bottom of the cone

to fill the crevices and make the cone stand firmly.

Usually five cones are mounted in one base in the manner shown in Figure 10. Dry the sheet-iron plate with the test piece on a hot plate. Ignite the

1 2 3 4 5

Figure 10.Typical forms of cones fused in the No. 8 melter's furnace

cones at a dull red heat for 30 minutes in an open

muffle to remove the carbonaceous material.

Method of Heating

30. Place the test piece in the muffle crucible of the furnace in the position shown in Figure 8, place the loosely fitting cover b, on the crucible, and ignite the gas. It is necessary to let the gas bum about 10 minutes to heat the furnace parts before the large cover plate of the furnace is replaced; otherwise the flame is apt to blow out. During this time increase the flow of gas and air sufficiently to cause the combustion to take place just above the tuyeres and yet

maintain a yellowish flame at least 6 inches above

the opening in the furnace cover plate. While such

a flame is maintained above the furnace, gradually

increase the temperature by a suitable adjustment

of gas and air to 800° C, then reduce the rate of heat

increase to not less than 5° C. and not more than

10° C, per minute. Maintain this rate until the end

15
501.0 STANDARDS AND SPECIFICATION!S FOR NONMETALLIC MINERALS

of the test. It is also important that the 6-inch re- ducing flame be maintained at the furnace vent throughout the test, if possible, and at all events up

to a temperature of 1,450° C. Temperatures above

1,450° C. require larger proportions of air to gas; however, a strongly reducing atmosphere is not so

essential at the higher temperatures, as refractory

ashes, owing to their low iron-oxide content, are only slightly affected by oxidizing or reducing at- mospheres. After a test has been completed turn

the supply of gas and air off gradually to avoid

cracking the muffle crucible.

31. The softening temperature is defined as the temperature at which the cone has fused down to a

spherical lump, as shown in cones 2 and 3 of Figure

10. Cone 4 has almost reached the softening temperature.

Notes.—Critical points other than the softening temperature,

that may be observed during the test, and which may be of value are as follows: The initial deformation temperature.—The temperature at which

the first rounding or bending of the apex of the cone takes place, as shown in cone 1 of Figure 10. Such bending must not be confused with a shrinking or warping of the cone. The Uuid temperature.—The temperature at which the cone has spread out over the base in a flat layer, as represented by cone 5 of Figure 10.ULTIMATE ANALYSIS (FOR COAL AND COKE)

Carbon and Hydrogen

Method with gas-heated combustion furnace:

32. The determination of carbon and of hydrogen

shall be made with a weighed quantity of the sample

in a 25-burner combustion furnace of the Glaser type.

The products of combustion shall be thoroughly

oxidized by passing them over red-hot CuO and

PbCrO.4, and shall be fixed by absorbing the water in a weighed Marchand tube filled with granular CaCk;

and by absorbing the CO2 in a Liebig bulb contain- ing a 30 per cent solution of KOH.

33. Apparatus.—The apparatus used shall consist

of a purifying train in duplicate, a combustion tube

in the furnace, and an absorption train.

(a) The purifying train shall consist of the follow- ing purifying reagents arranged in order of passage

of air and oxygen through them: H2SO4, KOH solution, soda lime, and granular CaC^. One of the

trains is for air and one for oxygen. In the H2SO4

and KOH scrubbing bottles the air and the oxygen

shall be made to bubble through about 5 mm of the

purifying reagent. Both purifying trains shall be

connected to the combustion tube by a Y tube, the

joint being made tight by a rubber stopper.

(b) The combustion tube shall be made of hard Jena glass, or its equivalent. Its external diameter

shall be about 21 mm, and its total length 1 m. The first 30 cm of the tube shall be empty; follow- ing this empty space is an asbestos plug (acid- washed and ignited) or in its place a roll of oxidized copper gauze may be used; the next 40 cm shall be

filled with "wire" CuO; a second asbestos plug

separates the copper oxide from 10 cm of fused PbCr04, which shall be held in place by another

asbestos plug 20 cm from the end of the tube. The

end of the tube shall be drawn out for rubber-tubing

connection with the absorption train.

(c) The absorption train shall consist of a Marchand tube filled with granular CaCl2 to absorb

moisture. The CaCl2 should be saturated with C02 before using. The Marchand tube shall be followed by a Liebig bulb containing a 30 per cent KOH solution, in which any possible impurities, as ferrous iron

or nitrates, have been oxidized by a little KMn04.

A guard tube, containing granular CaCl2 and soda

lime, shall be attached to the Liebig bulb to absorb

any C02 escaping the KOH solution and any water

evaporating from that solution.

34. Procedure.—Connect the train to an aspirator

which draws the products of combustion through the

entire train. A guard tube of CaCl2 prevents moisture from running back into the absorption train. Maintain the suction constant by a Mariotte flask. The advantage of aspirating the gases through the

train rather than forcing them through by pressure

is that the pressure on the rubber connections is from

the outside, so that gas-tight connections are more

easily maintained than if the pressure is on the

inside of the tube. Make the connections as tight

as possible. The usual test for tightness is to start aspiration at the rate of about three bubbles of air per second through the potash bulb, and then to

close the inlet for air and oxygen at the opposite

end of the train; if there is no more than one bubble

per minute in the potash bulb, the apparatus shall be considered tight. Before starting a determination when the train has been idle some hours, or after any changes in chemicals or connections, run a blank by aspirating

about 1 liter of air through the train, which is heated

in the same manner as if a determination on the sample were being made. If the Liebig bulb and the tube containing calcium chloride show a change in weight of less than 0.5 mg each, the apparatus is in proper condition for use. Use a porcelain or platinum boat provided with a

glass weighing tube of suitable size, which is fitted with an accurately ground glass stopper. Weigh the tube and empty boat. Quickly place in the boat

approximately 0.2 g of the air-dry sample (passing a 250-micron (No. 60) sieve and finer, or better, passing a 149-micron (No. 100) sieve if much free impurity is present). Place the boat at once in the weighing tube, which is quickly stoppered to prevent

moisture change in the sample while weighing, and

transfer to the furnace. Connect the absorption

tubes and transfer the boat and sample from the weighing tube to the combustion tube, which should be cool for the first 30 cm. The CuO should be red hot and the PbCr04 at a dull-red heat. Transfer

the boat from the weighing tube to the combustion

tube as rapidly as possible. As soon as the boat is in place near the asbestos plug at the beginning of the copper oxide, insert the stopper connecting with the purifying train and

start the aspiration with pure oxygen gas at the rate

of three bubbles per second. Turn on one burner

about 10 cm back from the boat, and continue the

aspiration carefully until practically all the moisture

is expeUed from the sample. Then increase the heat

very gradually until all the volatile matter has been

driven off. In driving off the volatile matter the

heat must be applied gradually in order to prevent a too rapid evolution of gas and tar, which may

either escape complete combustion or may be driven

back into the purifying train. Increase the heat

slowly by turning on more burners under the open

part of the tube until the sample is ignited; then the temperature may be increased rapidly, but care should be taken not to melt the combustion tube. Any moisture collecting in the end of the combustion tube or in the rubber connection joining it to the CaCl2 tube may be driven over into the CaCl2

tube by carefully warming with a piece of hot tile. Continue the aspiration with oxygen for two minutes

after the sample ceases to glow, then turn off the heat and aspirate about 1,200 cc of air. Disconnect

the absorption bulbs, wipe with a clean cloth, and

allow to cool to the balance-room temperature before weighing.

16
COAL, PETKOLEUM, ASPHALT, AND MINEEAL WAX 501.0

Calculate the percentages of 113-drogen and carbon

as follows:

Percentage of hydrogen- 11 ' 19 *^*^6 to weight of CaCl, tube) W eight of sample

Percentage of carbon^27- 27 *'1"01

"6356 in weight of K0H bulb)

V.'eight of sample Weigh the ash in the boat and carefully inspect it for an}- unburned carbon, which would destroy the

value of the determination.

Method with electrically-heated combustion furnace:

35. (a) Apparatus.—An electrically heated combustion furnace of the Heraeus type is used by the Bureau of Mines.8 It consists of three independent

heaters, two of which are provided with sheave

wheels, and are mounted on a track so that they are movable along the tube; the third heater which

surrounds the PbCr04 , is stationary.

(b) The furnace as provided by the manufacturer

does not include the small stationary heater. This

may be made in the laboratory by winding an alundum tube 12 cm in length with No. 20 nichrome

II wire and inclosing it in a cylinder packed with

magnesia-asbestos. The movable heaters have

very thin platinum foil, weighing about 9 g in all, wound on a porcelain tube of 30 mm internal diameter. The larger one, which heats the CuO,

is 350 mm in length, and the smaller one, which

heats the sample in the boat, is 200 mm in length.

(c) The Jena glass or fused silica combustion

tube, of about 21 mm external diameter and 900

mm in length, is supported by an asbestos-lined

nickel trough. The current through each heater

shall be regulated independently by separate rheostats, mounted on the frame of the furnace. The

two platinum-wound heaters require an average

current of about 4.5 amperes at a pressure of 220

volts, although for heating rapidly a larger amperage

is necessary.

36. Procedure.—Purify the oxygen or air entering the combustion tube by passing through a Tauber's

drying apparatus, which contains the following

reagents arranged in order of the passage of air or oxygen through them: H2 S04 , for removing possible traces of ammonia, 30 per cent KOH solution,

granular soda-lime, and granular CaCl2 . Connect

one side of the train directly to a Linde oxygen

tank provided with a reducing valve for regulating the oxygen pressure; use the other side of the

train for purifying the air supply.

The absorption train shall consist of a 5-inch U

tube, filled with granular CaCl2 to absorb moisture. Before using, saturate the CaCl2 with C02 to avoid

possible absorption of C02 during a determination

by any traces of CaO that may be present. This

saturating is done most conveniently by placing a quantity of CaCl2 in a large drying jar, and filling the jar with C02 . After standing over night,

draw dry air through the jar to remove the C02 . Keep the treated CaCl2 in well-stoppered bottles. Connect the CaCl2 tube to a Vanier potash bulb

containing a 30 per cent KOH solution and granular

CaCl2 . Six to eight determinations may be made

without recharging this bulb. Connect the potash

bulb to an aspirator through a guard tube containing

granular CaCl2 and soda lime, and a Mariotte flask. The Mariotte flask keeps the pressure constant. In general, the method of determination is the same as the one used with the gas furnace as de- scribed in sections 33 and 34. By moving the

heaters toward the end of the tube where the gases

enter, and cutting in the electric current, the air may be warmed enough to thoroughly dry the tube

and its contents. Cut off the current from the

small heater, and move the large heater over the

8 United States Bureau of Mines, Tech. Paper No. 8, p. 18, 1926.

CuO; keep exposed about 250 mm of that part of the combustion tube between the two heaters where

the boat containing the sample is to be placed. Turn

the full current on the large heater to bring the CuO

to a red heat. When this temperature is reached

it is necessary to reduce the current with the rheostat to avoid melting the tube. In the meantime,

weigh and connect the absorption train and place the boat containing the sample in the exposed and

cooler part of the tube between the two heaters. Pass the current through the shorter heater. By manipulating the rheostat and by gradually

pushing this heater toward the boat, the rate of evaporation of moisture and evolution of volatile matter may be readily controlled. After combustion is complete, turn the electric current off the smaller heater and move this heater

back, to allow the tube to cool for the next determination. Conduct the final aspiration of air and the weighing of the absorption train as described in sections 33 and 34 under the gas-furnace method.

Note.—In place of granulated CaCb, concentrated H2SO4 maybe

used for collecting the water formed by combustion. In such cases the air and oxygen entering the combustion tube and the gas leaving

the potash bulb must also be dried by EhSOi.

Other suitable forms of absorption vessels than those indicated in the above procedure may be used.

Nitrogen

37. The Kjeldahl-Gunning method is recom- mended for the determination of nitrogen. This

method has the advantage over either the simple

Kjeldahl or the Gunning method, in requiring less time for the complete oxidation of the organic matter and in giving the most uniform results. The Kjeldahl-Gunning method.—Boil 1 g of the sample with 30 cc of concentrated H2 S04 , 7 to 10 g

of K2 S04 , and 0.6 to 0.8 g of metallic mercury in a

500 cc Kjeldahl flask until all particles of the sample

are oxidized and the solution nearly colorless. Continue the boiling at least two hours after the solu- tion has reached the straw-colored stage. The

total time of digestion will be from three to four hours except in the case of coke and anthracite

coal which require much longer digestion. The

addition of a few crystals of KMn04 , after the

solution has cooled enough to avoid violent reaction, tends to insure complete oxidation. Coke and

anthracite coal should be ground to an impalpable

powder, as they are very difficult to oxidize. Even

if this is done the digestion may require 12 to 16

hours. After cooling, dilute the solution to about 200 cc with cold water. If the dilution with water has

warmed the solution, cool it again and add the

following reagents: 25 cc K2 S solution (40 g K2 S

per liter) to precipitate the mercury, 1 to 2 g of granular zinc to prevent bumping, and finally

enough strong NaOH solution (usually 80 to 100 cc) to make the solution distinctly alkaline. The

clanger of loss of NH3 may be minimized by holding

the flask in an inclined position while the NaOH

solution is being added. The alkaline solution runs down the side of the flask and forms a layer

below the fighter acid solution. After adding the

alkaline solution, connect the flask at once to the condensing apparatus and mix the solution by

gently shaking the flask. Distill the NH3 over into a measured amount

(10 cc) of standard H2 S04 solution, to which has been added sufficient cochineal indicator for titra- tion. Care should be taken that the glass connecting

tube on the end of the condenser dips under the

surface of the standard acid. Distill the solution slowly until 150 to 200 cc of distillate has passed

over. To avoid mechanically entrained alkali passing over into the condenser, the rate of distilla- tion should not exceed 100 cc per hour, Titrate

17
501.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

the distillate with standard NH3 solution (20 cc NH4OH solution =10 cc H2 S04 solution = 0.05 g

nitrogen). Standard NaOH or KOH solution with

methyl orange or methyl red as indicator may be

used instead of NH3 and cochineal. A blank determination shall be made in exactly the same manner as described above, except that

1 g of pure sucrose (cane sugar) shall be substituted

in place of the sample. The nitrogen found in this blank determination shall be deducted from the

result obtained with the sample.

The K2 S and NaOH may be dissolved in a single stock solution. Dissolve sufficient K2 S in the water

before adding the NaOH, to make a solution in which the quantity necessary for a nitrogen deter- mination (80 to 100 cc) contains 1 g of K2 S. Twelve

grams of K2 S and 500 g of NaOH in 1 liter of water, are required for the above proportions.

Oxygen

38. There being no satisfactory direct method of determining oxygen, it shall be computed by

subtracting the sum of the percentages of hydrogen,

carbon, nitrogen, sulphur, water, and ash from 100. The result so obtained is affected by all the errors incurred in the other determinations and especially

by the change in weight of the ash-forming consti- tuents on ignition. In the case of coal, iron pyrite

changes to ferric oxide, increasing the ash and

causing a negative error in the oxygen equivalent

to three-eighths of the pyritic sulphur. On the

other hand, there is always a loss on ignition, of water of composition from the clayey and shaley

constituents, C02 from carbonates, etc., which

tends to compensate the absorption of oxygen.

39. Corrected oxygen (for coal).—When a more

correct oxygen value is desired, it may be obtained

by making the corrections indicated in the following formula:

Corrected oxygen=100-l(C-C')+(H'-H0+Ar+K2O+S'+corrected

ash]; where C =total carbon. C" = carbon of carbonates. H =total hydrogen less hydrogen of water. H' =hydrogen from water of composition in clay, shale, etc. N =nitrogen. H2 0= moisture as found at 105°C.

S' =sulphur not present as pyrite or sulphate. This is usually

small. In many types of coal it may be disregarded. Corrected ash = mineral constituents originally present in the coal. For most purposes this can be determined with sufficient accuracy by adding to the ash, as found, five-eighths of the weight of pyritic sulphur, the CO2 of carbonates and

the water of composition of clay, shale, etc. See also Determination of ash, sections 9 and 10.

CALORIMETRIC DETERMINATION (FOR COAI AND COKE)

Apparatus

40. (a) Combustion bombs.—The Atwater, Davis,

Emerson, Mahler, Parr, Peters, Williams, or similar bombs may be used. The bomb shall have an inner surface of platinum, gold, porcelain

enamel, or other material which is not attacked by

HNO3 and H2SO4, or other products of combustion.

(6) Calorimeter jacket.—The calorimeter shall be

provided with a water jacket having a cover to protect the calorimeter from air currents. The

jacket shall be kept filled with water within 2° or 3° C. of the temperature of the room (except in calorimeters which are totally submerged, where

the jacket temperature is controlled by a thermostat)

and should be stirred continuously by some mechanical stirring device.

(c) Stirring of the calorimeter water. —The water

in the calorimeter shall be stirred sufficiently well to give consistent thermometer readings while the temperature is rising rapidly. The speed of stirring should be kept constant. A motor-driven screw or

turbine stirrer is recommended, and the speed should

not be excessive. This may be determined by adjusting the temperature of the calorimeter to equality

with that of the jacket and allowing the stirrer to run continuously for 10 minutes. If the temperature

of the calorimeter rises more than about 0.01° C.

in this length of time, the rate of stirring is excessive. Accurate results can not be obtained when too much energy is supplied by the stirring device or when the rate of stirring is irregular. The portion

of the stirring device immersed in the calorimeter should be separated from that outside by nonconducting material, such as hard rubber, to prevent

conduction of heat from the motor or outside air. (d) Thermometers.—Thermometers used shall have

been certified by a Government testing bureau

and shall be used with the corrections given on the

certificate. This shall also apply to electrical resistance or thermoelectric thermometers. Correction shall also be made for the temperature of the emergent stem of all mercurial thermometers, and

for the "setting" of Beckmann thermometers. For accurate work, either Beckmann or special calorimetric thermometers graduated to 0.01° or or 0.02° C. are required. Such thermometers

should be tapped lightly just before each reading

to avoid errors caused by the sticking of the rnercury meniscus, particularly when the temperature is falling. A convenient method is to mount a small

electric buzzer directly on the top of the thermometer

and connect it with a dry cell and a push button. The button should be pressed for a few seconds immediately before each reading.

(e) Oxygen.-—The oxygen used for combustions

shall be free from combustible material. The

bomb when filled should contain at least 5 per cent

of nitrogen to inusre complete oxidation of the

sulphur.9 The total amount of oxygen contained

in the bomb for combustion shall not be less than

5 g per gram of the sample. But the combustion must be complete, as shown by the absence of any

sooty deposit on opening the bomb after firing.

(f) Firing wire.—The sample in the bomb may

be ignited by means of either iron or platinum wire.

If iron wire is used, it should be of about No. 34

B. & S. gage and not more than 10 cm (preferably 5 cm) should be used at a time. A correction of 1,600 calories per gram weight of iron wire burned

shall be subtracted from the observed number of

calories.

(g) Standardization.—The water equivalent of a

calorimeter can best be determined by the use of the standard combustion samples supplied by the

National Bureau of Standards. The required water

equivalent is equal to the weight of the sample

multiplied by its heat of combustion per gram and

divided by the corrected rise in temperature.

The calorimeter shall be standardized by the combustion of standard samples supplied by the Bureau

of Standards, and used according to the directions given in the certificates which accompany them. A

standardization shall consist of a series of not less than five combustions of either the same or different standard materials. The conditions as to the amount of water, oxygen, firing wire, method of correcting for radiation, etc., under which these combustions are made shall be the same as for combustions of the sample. In the case of any

disagreement between contracting parties a check

standardization may consist of two or more combustions of standardizing samples.

Procedure

41. (a) Preparation of sample.—The ground sample

shall be thoroughly mixed in the bottle and an

• Register, J. Ind. and Eng. Chem., 16, p. 812; 1914.

18
COAL, PETROLE UM, ASPHALT, AND MINERAL WAX 501.0

amount, approximately 1 g, shall be taken out and

weighed in the crucible in which it is to be burned. Samples which are likely to be blown out of the

crucible should be briqueted. After weighing, the sample should preferably be immediately placed in the bomb and this closed. This procedure is necessary to avoid sublimation in the use of naphthalene

for standardization.

(6) Preparation of the bomb.—The firing wire, if iron, shall be measured and coiled in a small spiral

and connected between the platinum terminals,

using, if necessary, a piece of platinum wire some- what heavier than the iron wire, to make the connection. The platinum and the iron shall both be

clean. About 0.5 cc of water should be placed in the bottom of the bomb to saturate with moisture the oxygen used for combustion. When the crucible is put in place in the bomb, the firing wire should touch the sample or briquet of standard material. For the combustion of standardizing samples iron wire is preferable to platinum.

(c) Filling the bomb with oxygen.—Oxygen from

the supply tank shall be admitted slowly to avoid

blowing the sample from the crucible, and the pres- sure allowed to reach 20 atmospheres for the larger

bombs or about 30 atmospheres for the smaller bombs, so that the bomb shall contain an amount of oxygen sufficient for complete combustion, namely,

at least 5 g per gram of the sample. This method of

filling should insure 4 per cent of nitrogen in the

larger bombs, irrespective of the nitrogen contained

in the oxygen.

(d) Calorimeter water.—The calorimeter shall be

filled with the required amount of distilled water, depending upon the type of calorimeter. The

amount may be determined either by measurement

in a standardized flask or by weighing. The amount

shall be kept the same as that used in the standardization of the apparatus.

(e) Temperature adjustrnents.—The initial temperature in the calorimeter shall be so adjusted that the final temperature, after the combustion, will not be more than 1° C, preferably about 0.5° C., above

that of the jacket, under which conditions the total correction for heat gained from or lost to the sur- roundings will be small when the rise of temperature

is 2° or 3° C, and the effect of evaporation will also be small.

(/) Firing current.—The electric current used for

firing the charge shall be obtained from storage or dry cells having an electromotive force of not more

than 12 volts. A higher voltage is liable to cause an

arc between the firing terminals, introducing additional heat, which can not be measured with cer- tainty. The circuit should be closed by means of a switch which should remain closed for not more

than two seconds. When possible, it is recom- mended that an ammeter be used in the firing circuit to indicate when the firing wire has burned out.

(g) Method of making an observation.—The bomb

when ready for firing, shall be placed in the calori- meter, the firing wires connected, the cover put in place, and the stirrer and thermometer so placed as not to be in contact with the bomb or container. The stirrer shall then be started and after the ther- mometer reading has become steady, not less than

2 minutes after the stirrer is started, temperatures shall be read at 1-minute intervals for 5 minutes and the charge then fired, the exact time of

firing being noted. Observations of temperature

shall then be made at intervals depending upon the method to be used for computing the cooling correction. When the temperature has reached its maximum and is falling uniformly, a series of ther- mometer readings shall be taken at 1-minute inter- vals for 5 minutes to determine the final cooling

rate.

(h) Titration.—After a combustion and after allowing the gas to escape the bomb shall be opened

and the inside examined for traces of unburned

material or sooty deposit. If these are found, the

observations shall be discarded. If the combustion

appears complete, the bomb shall be rinsed out

thoroughly and the washings titrated with a standard

alkali solution (1 cc =0.02173 g HN03 = 5 calories) using methyl-orange or methyl-red indicator, to determine the amount of acid formed. A cor- rection of 230 calories per gram of HN03 should be

subtracted from the total heat observed. An

additional correction of 1,300 calories per gram of sulphur in the sample should be made for the excess

of difference in heats of formation of S02 and aqueous H2SO4 over the heat of formation of aqueous HNO3.

Calculation of Results

42. The following method of calculation is recom- mended to take the place of the Pfaundler or other

similar formulas for calculating the cooling correction

(radiation correction)

:

Observe (1) the rate of rise, n, of the calorimeter temperature in degrees per minute for five minutes

before firing; (2) the time, a, at which the last temperature reading is made immediately before

firing; (3) the time, b, when the rise of temperature

has reached six-tenths of its total amount (this point can generally be determined by adding to the temperature observed before firing, 60 per cent of the expected 10 temperature rise, and noting the time

at which this point is reached) ; (4) the time, c, of a thermometer reading taken when the temperature change has become uniform some five minutes

after firing; (5) the final rate of cooling, r2 , in degrees per minute for five minutes.

Multiply the rate n by the time b —a in minutes

and tenths of a minute, and add to this product

(subtracted if the temperature was falling at the time a) to the thermometer reading taken at the time a. Multiply the rate r2 by the time c—b and

add this product (subtracted if the temperature was

rising at the time c and later) to the thermometer

reading taken at the time c. The difference of the two thermometer readings thus corrected, provided

the corrections from the certificate have already

been applied, gives the total rise of temperature due

to the combustion. This multiplied by the water

equivalent of the calorimeter gives the total amount

of heat liberated. Divide this result, corrected for the heats of formation of HN03 and H2 S04 observed

and for the heat of combustion of the firing wire,

when that is included, by the weight of the charge

to find the heat of combustion in calories per gram.

1(1 When the temperature rise is not approximately known before- hand, it is only necessary to take thermometer readings at 40, 50, 60 seconds (and possibly 70 seconds with some calorimeters) after

firing, and from these observations to find when the temperature

rise had reached 60 per cent of the total. Thus, if the temperature

at firing was 2.135° C, at 40 seconds 3.05°, at 50 seconds 3.92°, at 60 seconds 4.16°, and the final temperature was 4.200°, the total rise was

2.07°; 60 per cent of it was 1.24°. The temperature to be observed was then 2.14°+1.24°=3.38°. Referring to the observations at 40 and 50 seconds, the temperatures were, respectively, 3.05° and 3.92°. The time corresponding to the temperature of 3.38° was, therefore:

40+li^lix10 =44secOQd3

19
501.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Calories per gram multiplied by 1.8 give the British thermal units per pound. (See example.) Note.—In practice, the time 6—0 will be found so nearly constant

for a given calorimeter with the usual amounts of fuel that 6 need be determined only occasionally. The results shall be reduced to calories per gram or British thermal

units per pound of dry sample, the moisture being determined upon a sample taken from the bottle at about the same time as the combustion sample is taken. ExampleObservations

Water equivalent=2,550 g Weight of charge =1.0535 g Approximate rise of temperature expected=3.2° 0.

60 per cent of approximate rise = 1.9° C.

Time

Thermometer readings

°C.

10-21 15. 244

22 15. 250

23 15. 255

24 15. 261 25 15. 266

(a) 26 15. 272

(6) 27.

2

117.2

(c) 31 18. 500 32 18. 498

33 18. 497

34 18. 498 35 18. 494 36 18. 493

Corrected temperature (or corrected Beckmann ther- mometer readings)

;

thermometer cor- rections taken from

the certificate

°C.

15. 276

Charge fired

18. 497

1 The initial temperature is 15.27° C; 60 per

cent of the expected rise is 1.9° C. The read- ing to observe is then 17.2°.

Calculation

Ti =0.028° -4-5=0.0056° per minute; 6—a=1.2 minutes. The corrected initial temperature is 15.276°+0.0O56°X1.2— =15. 283°

1-2=0.007° -4-5=0.0014° per minute; c-6=3.8 minutes. The corrected final temperature is 18.497°+0.0014°X3.8 =18. 502° Total rise 18.502°-15.283° — =3. 219°

Total calories 2,550X3.219 =8, 209 Titration, etc : —7

Calories from 1.0535 g sample 8, 202 Calories per gram _ ___ .-. 7, 785 or British thermal units per pound 14, 013 The result obtained by the above method of computation and

determination is the total heat of combustion at constant volume, with the water in the products of combustion condensed to liquid at the temperature of the calorimeter; that is, about 20° to 35° C. Net heat of combustion at 20° shall refer to results corrected for latent heat of vaporization, as follows: Total heat of combustion in B. t. u.— 1,040 (total hydrogenX9) =

net heat of combustion in B. t. u. per pound.

Also: Total heat of combustion in calories— 580 (total hydrogen

X9) —net heat of combustion in calories per gram. Notes.—For anthracite, coke, and coal of high ash content, which

do not readily burn completely, the following procedure is recom- mended: The inside of the crucible is lined completely with ignited asbestos

in a thin layer pressed well down into the angles. The sample is then

sprinkled evenly over the surface of the asbestos. Otherwise the procedure is as previously described. The method of computing the "cooling corrections," described in United States Bureau of Mines, Technical Paper No. 8, pp. 24-28

(1926), may also be used.

Tolerances The permissible differences between two or more

determinations shall not exceed the values specified.

A. On laboratory samples, crushed to pass through an 840-micron (No. 20) sieve: Moisture

Under 5 per cent Over 5 per cent B. On laboratory samples, crushed to pass through a 250-micron (No. 60) sieve:

1. Moisture

Under 5 per cent Over 5 per cent

2. AshNo carbonates present Carbonates present Coals with more than 12 per cent of

ash, containing carbonate and pyrite..

3. Volatile matter

Bituminous coals_ Lignites Cokes

4. SulphurCoal, under 2 per cent

Coal, over 2 per cent-- Coke6. Ultimate analysis

Carbon Hydrogen

Nitrogen

6. Calorimetric determination

Permissible differences in per cent

7. Fusibility of coal ash

Permissible differences in °C

Permissible differ- ences

Same

labora- tory

0.2

30

Different

laboratories

0.3

.3 .5

.2 .3

.3 .5

.2 .3 .3 .5

.5 1.0

.5 1.0

1.0 2.0

.2 .4

.05 .10

.10 .20

.03 .05

.3.07

.05

.3 .5

American Society of Mechanical Engineers, test code for solid fuels, March 31, 1927.

INTRODUCTION

1. The test code for solid fuels is intended primarily to specify standard methods for a determination of those ascertainable chemical and physical

properties which serve as indicators of the value of extensively used solid fuels when burned in boiler, industrial, and domestic furnaces. As a secondary

part of the code are included methods for determining the efficiency of the combustion process itself. In working out such a code it has been found

advisable to adopt, with a few modifications, codes

already in use by other societies, such as the American Society for Testing Materials and the American

Chemical Society. These modified codes as adopted

are to be included in their proper places with this, code. OBJECTS

2. The objects of testing solid fuels may be any

one or more of the following:

(a)

(b) fuel.

(c) fuels)

(d)

(e)

A determination of the composition of the fuel. A determination of the heating value of the A determination of the size of the fuel (solid

Classification of fuel. A determination of the character of the combustion by an analysis of the products of combustion.

(f) A determination of certain ash constituents.

(g) A determination of the fusing point of the ash.

3. Under the term "solid fuels" are included the

lignites, bituminous coals, anthracite coals, and coke.

20
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 501.0

COLLECTING THE SAMPLE

4. (a) For a standard test the fuel shall be collec- ted and prepared substantially in accordance with

the method worked out jointly by the American

Chemical Society and the American Society for Testing Materials and described in A. S. T. M.

D21-16, standard method of sampling of coal. (See 501.0, p. 4.)

(b) As an alternative method for cases in which

less accurate results are permissible, a smaller total weight of fuel sample than is specified in above code

may be collected, it being, of course, understood

that the probable error in sampling varies inversely

with the weight of the sample collected. If not

otherwise agreed to, solid fuel samples shall, however, be collected and prepared in accordance with

the rules set forth in said code.

FUEL sizing

5. In determining the fuel size (for bituminous

coal) the gross samples collected as explained in A. S. T. M. D21, or an equivalent sample collected

in a similar manner and at least equal in weight to the sample referred to above, will be used. Such

samples before they have been broken up will be

passed over and through the standard screens such as are more completely described in the Instruments and Apparatus (A. S. M. E. series), and in Bulletin No. 101, engineering experiment station, University

of Illinois, and the percentage by weight remaining

over each screen will be determined.

The first screen in the series shall be large enough

so that not more than 5 per cent by weight of total sample will remain on the screen. The last screen

size (smallest opening) in the scale will be such that not more than 20 per cent by weight of the total sample will pass through the screen.

Per cent Over 5 inehes___ 5 On 2\i inches and through 5 inches 10 On Hi inches and through 2H inches 40 On SA inch and through 1J4 inches 30 Remainder. 15

6. In designating the size of anthracite fuel used

for test purposes (particularly for power boilers using steam sizes of anthracite) the use of trade names should be discouraged. Where, however, it

is desired to refer to fuel by trade size designation, the size of the perforations in the screens through and

over which the coal must pass should be definitely stated. Furthermore, limits should be set to the

permissible percentages of coal as shown by the sample that will not go through the larger size screen and that will go through the smaller size screen. The foregoing is of importance when the

size of coal is to be specified in advance of the conduct of the test and particularly where guarantees

are to be made when using a certain size of coal. In determining the fuel size (for anthracite samples) where no trade size is designated, the gross samples collected as explained in A. S. T. M. D21,

or an equivalent sample collected in a similar manner and at least equal in weight to the sample

referred to above, will be used. Such samples

before they have been broken up will be passed over and through screens having the following sizes of round-hole perforations: Screen No. 1, 4}4 inches; No. 2, 3J4 inches; No. 3, 2% inches; No. 4, 1% inches; No. 5, % inch; No. 6, %6 inch; No. 7,

s/ia inch; No. 8, inch; No. 9, %2 inch. In the process of shaking the fuel through the

screens care shall be taken to prevent breaking up

the coal. The shaking process must, however, be

continued a sufficient length of time so that a

complete separation results.

LABORATORY SAMPLING AND ANALYSIS

7. In calorific determinations the high heating

value shall be used for solid fuels. This shall be

stated in terms of standard B. t. u. per pound of

fuel on "as-received" or "as-used" basis.

(a) The proximate analysis shall contain the

percentages by weight of the following constituents and shall likewise be stated on the "as-received" or "as-used" basis: Moisture, volatile matter, fixed carbon, and ash.

(6) The ultimate analysis shall contain the per- centages by weight of the following constituents which shall be reported on the "as-received" or "as-used" basis with moisture and ash content

expressed as separate items; and a second column

shall give analysis on dry basis. Example

Moisture- Carbon... Hydrogen

OxygenNitrogen. Sulphur.. Ash

As received

Per cent

3. 50 76.80

4.45 4.00

1.40

1. 65 8.20

100.00

Dry basis '

Per cent

79. 58

4. 62

4. 14

1. 45

1. 71 8.50

100. 00

1 In Bureau of Mines Reports one statement of ultimate analysis

is given on dry basis.

8. The total moisture, the proximate and ultimate

analyses, the heating value and the fusion point of ash shall be determined under the direction of a

competent chemist engaged in fuel-testing work and

shall be carried out in substantially the form pre- scribed in A. S. T. M. D271. (See 501.0, p. 8.) (Note.—The full text of this code includes reproduction, with

slight modification, of A. S. T. M. method D22-24, standard method

of laboratory sampling and analysis of coal. This method has been

discontinued and replaced by A. S. T. M. D271, presented in 501.0,

p. 8. The method D271, which is formed to conform with D22 and

the modifications added in the original text of this code, may be

referred to in connection with this code.) CLASSIFICATION OF SOLID FUELS

9. Any of the commercially adaptable systems of classifying solid fuels give only very limited information concerning its behavior characteristics. In

other words, a knowledge of the class to which a fuel belongs can be used only in the most general way

in determining where and how it shall be burned

and what results may be expected. For such purposes the classifications based on

fixed carbon volatile and moisture are just as good

as those requiring an ultimate analysis for proper

classification. With this in view the Frazer classi- fications given in Appendix A may be used. FLUE GAS

10. (a) Sampling.—The standard flue-gas sampler shall consist of single open-ended iron, copper,

or glass exploring tubes of one-fourth to three- fourths inch diameter and of which the open ends

are placed at such positions that the collected sample

has a composition representative of the average

composition of the gas being sampled. A determination of such positions will require preliminary

exploration and judgment. Pockets back of dampers

and at bends shall be avoided.

(6) Temperature.—The thermometer bulb or hot

junction or other device used for temperature measurements shall be placed as near the open end

21
501.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

of the sampling tube as possible and in such a

position that the stream flow impinges freely on the temperature-responsive elements, but, of course, not so as to interfere seriously with gas flow into sampling tube. The thermometer or hot junction must be pro- tected from radiation to colder or hotter surfaces which may be in the vicinity, by providing metal,

asbestos, or other shields so placed in the gas stream

that no direct radiation can take place between the bidb or hot junction and the hot or cold surfaces.

11. Collecting flue-gas sample.—The gas sample

shall be carried from the sampling pipe (fig. 11) in a

single tube to the bottle A for the separation of condensed moisture and tars, past the T (the tube

should be capillary bore) to which the collecting bottle B is connected, through the suction bottle C

half filled with water, which indicates that a sample

is being drawn and the rate, and thence to the

aspirator. The aspirating process shall be strong, continuous, and at a uniform rate. The collecting bottle is a standard 2-liter aspirating bottle fitted with a 3-way stopcock, having capillary bore in the rubber stopper at the top. Any vessel D, having a

latter case the average analysis of the gases must be

arrived at by weighing the separated determinations

proportionally to the weights of fuel burned during

the times of collecting the samples from which the

analyses are made. Whenever possible the analysis

shall be made immediately after collection of the sample.

13. Flue-gas analysis.—The gas samples collected

in the manner described above shall be analyzed for CO2, CO, and 2 by means of an Orsat apparatus.

When more than 0.5 per cent of CO is present the carbon monoxide shall be removed with two cuprous

chloride pipes in the Orsat apparatus. If hydrogen

is present in the products, an apparatus such as the Mercury, Orsat, Hempel, or other suitable apparatus should be used. SMOKE DETERMINATIONS

14. Qualitative tests.—-See Instruments and Apparatus, section on Exhaust Gas Analysis (A. S. M. E. Power Test Codes). For quantitative tests of solids in gases see Appendix B.

Figure 11.

Apparatus for collecting and storing gas samples

capacity somewhat greater than the bottle, may be used to contain the water used for displacement.

It is connected to the bottle by a rubber tubing

fitted with a pinchcock for regulating the flow of water out of and into the bottle. With this apparatus a continuous sample is drawn from the main

stream of gases, a small part of this sample is drawn

off continuously for 15 or 30 minutes or other suit- able period, and a portion of this sample is then

analyzed in the Orsat. As only two to three minutes are required to fill the Orsat, and empty the the gas from the bottle, there is practically a contin- uous sample and analysis of the stream of gas

aspirated from the breeching. If water is used in the bottle B and vessel D, it shall be saturated with

gas being analyzed; or concentrated brine may be

used.

12. It is preferable to have the flue-gas sample

drawn directly into the Orsat apparatus. When

this is not feasible the gas sample shall be collected at the aspirator in standard collecting bottles such

as shown in Figure 11 or in a tube of tin or glass

such as illustrated by Figure 12. The gas samples

may be collected in quantities proportioned to the

rate of burning fuel, or they may be collected in equal quantities at equal intervals of time. In the

ASH

15. Sampling ash.—Immediately after removal of ash from the ash pit, quench with water to stop the burning of any combustible carried over. The

method of collecting gross samples for combustible and the moisture determination will depend

upon whether or not the total ash can be crushed.

Figure 12.Sheet-metal or glass container for

collecting gas samples

When the gas is at a pressure below normal it may be drawn

in by an aspirator. When, however, it is under pressure above

normal it will readily displace the water in the container.

16. Standard method of collecting gross sample.—

If the total ash can be crushed down to maximum

pieces not over three-fourths inch diameter, then

the gross sample shall be collected in increments

having a proportion of about 50 pounds for each

ton of ash weighed out, unless the total gross sample

22
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 501.0

collected in this manner weighs less than 1,000

pounds. In the latter case the increments shall be

large enough to result in a gross sample weighing at

least 1,000 pounds. In cases where the total weight

of ash is less than 1,000 pounds the total ash will be

treated as the gross sample. The increments or samples taken as above directed shall be collected in galvanized-iron cans provided with tightly fitting covers to prevent evaporation of moisture from the sample. The cover shall of course only be removed

to add the successive increments.

17. Alternate method of collecting gross sample.—If

it is not feasible to crush the fine refuse and clinker in one operation, pass the total through a 2-inch-mesh

wire screen to separate the clinker from the finer material. If any unburnt combustible remains over

the screen, separate by hand picking, crush, and

throw in with fine ash. Both clinker material and the screened ash and combustible must be

weighed and the weight so found will be known as "weight of wet clinker from ash pit" and "weight of wet ash plus combustible from ash pit."

The separated clinker shall now be broken up, crushed, and throughly mixed. The wet ash plus

combustible shall likewise be throughly mixed.

To obtain the gross sample of the refuse, mix the crushed clinker and ash plus combustible in proportion by weight to the ratio between "weight of wet

clinker from ashpit" and "weight of wet ash plus

combustible from ash pit." The weight increments

in the mixing process for the gross sample shall be taken according to the foregoing proportions; that is, SO pounds per ton of screened ash, unless the total sample so coDected is less than 1,000 pounds, in which case the increments shall be so proportioned

that the gross sample is at least equal to 1 ,000 pounds

;

and in cases where the total weight of screened ash

is less than 1,000 pounds the total ash so collected

will be treated as the gross sample. The increments

taken as above directed shall be collected in galva- nized-iron cans provided with tightly fitting covers.

18. Laboratory sample for determination of combustible.—(a) When gross sample has been collected by standard method.—The gross sample so collected shall be systematically crushed, mixed, and reduced in quantity according to Table 1 of A. S. T. M. specifi- cation D21.

(6) When gross sample has been collected according

to alternate method.—For this case the gross sample

of ash and combustible which has been collected from the screened portion shall be systematically

crushed, mixed, and reduced in Quantity according

to Table 1 of A. S. T. M. specification D21.

19. Moisture sample.—The moisture sample shall be taken from the collected gross sample before the

latter has been crushed for subdivision in preparation

for the laboratory sample. A grab sample of from

10 to 20 pounds will serve as the moisture sample. Before taking this, mix the gross sample by turning over several times with a shovel. In taking this sample the least possible time should be used in order to reduce the moisture loss by

evaporation to a minimum. This moisture sample

shall then be conveyed in a sealed container to the laboratory or place in which the moisture determination is to be made.

20. Moisture determination.—The ash sample as received from the test shall be quickly crushed down

in a jaw crusher to pass through a 4-mesh sieve. It shall now be reduced to approximately a 5-pound

sample, weighed quickly, spread over galvanizediron pans, such as are described for air drying in A.

S. T. M. specification D271. These pans containing

the sample shall now be placed in an air-drying oven

such as shown in Figure 2, page 8, and shall have

air passed over them at a temperature not exceeding

200° F. The process shall be continued until the weight loss is not more than 0.1 per cent per hour.

21. Determination of combustible matter.—(a) Combustible in refuse shall be computed by means of

difference in weight of total coal, computed weight

of total dry ash from the ultimate analysis, and

weight of boiler refuse. The heating value of the combustible is to be taken as that of pure carbon.

(b) For determination of the combustible in fuel

sittings through the grate the sifting sample shall be

treated according to the method described under

proximate analyses in A. S. T. M. specification D271

for the determination of ash in coal. The heating value of the combustible in the sittings shall be

determined by the calorimetric method.

LOCOMOTIVES

22. Gross sample from pan.—Collect the gross ash

sample from the pan as outlined in paragraph 6 or 7, being careful to prevent loss of ashes.

23. Stack sample of cinders.—For an accurate de- termination of the cinder content in gases exhausting from locomotive stacks, all known methods which

may lead to accuracy under actual running conditions are impracticable. It is therefore necessary to make these determinations in locomotive-testing

plants, such as those of the Pennsylvania Railroad

at Altoona, Pa., and of the departments of railroad engineering of the Universities of Illinois and Purdue.

24. Laboratory sample for determination of combustible in solids.—By quartering and reducing

according to the approved method a sample of from

2 to 4 pounds may be taken from the gross sample.

This should be placed in a tightly sealed jar for delivery to the laboratory.

25. Analysis of solid samples.—The cinder sample

shall be analyzed for combustible according to the method outlined in section 4 of A. S. T. M. D271.

POWDERED COAL

26. Gross ash sample from furnace.—This shall be

collected and weighed at convenient intervals, care being taken that none of the fine ash deposit is lost. If there are large slag formations, these should be

broken down and weighed separately.

27. Gross ash sample from stack.—In collecting

this sample the rules outlined in Appendix B may be

used.

28. Preparing laboratory samples.—Laboratory

samples from both the gross stack-ash sample and

the gross furnace-ash sample shall be prepared from

said gross samples by the standard process of reducing, accompanied by quartering and mixing. The

laboratory samples shall weigh from 2 to 5 pounds.

Separate samples shall be taken for the furnace and

stack. If the slag is to be analyzed the sample shall be prepared by crushing all of the slag so that it will pass through a %6-inch screen. The laboratory

sample shall be prepared from the total crushed slag

by a reducing process, accompanied by quartering

and mixing according to the standard method.

29. Analyzing laboratory samples.—The laboratory

samples above prepared shall be analyzed for combustible according to the standard method.

COOPERATION FROM THE BUREAU OF MINES

30. In cases of important acceptance tests, exportation of coal, etc., it is often imperative to have the

analysis performed by such an organization as the Government laboratories afford. The conditions under which the Bureau of Mines will analyze and

test coal are stated in Appendix C.

100925°—30 3 23
501.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

APPENDIX A

Frazer classification based on volatile matter

Anthracites _ Volatile below 5 per cent. Semianthracites Volatile 5-10 per cent. Semibituminous Volatile 15-22 per cent. [„ t (Volatile 25-35 per cent. Bituminous^ tastern -\Vein moisture 2-4 per cent. (Midcontinental Volatile 35-45 per cent. Black lignites or wbMtnznii^...,..^TM^^^^

B-n lignites... {^o^e^rcent.

Frazer Classification Based on Fuel Ratio „ , .. Fixed carbon

Fuel ratio.. . ——rrzi— Volatile matter

Anthracite - 100-12 Semianthracite 12- 8 Semibituminous 8- 5 Bituminous 5- The first of the above classifications is strongly influenced by the quantity of ash present when a

coal falls near one of the lines of demarcation; that

is, for the same actual volatile content a low as compared to a high ash content may throw the coal into the next higher rank. The second system of classification is not suited

for western coals, although it may be advantageously

used in ranking eastern coal. Other methods of classification are in use but all are set up on a more or less arbitrary basis, and are therefore subject to criticism of one kind or another.

APPENDIX B

Quantitative Test for Solids in Flue Gases For the determination of solids, such as cinders, an efficient cinder catcher through which the total gases are passed will lead to more accurate results than any sampling device which takes only a very

small fraction of the total gases. Furthermore, due

to the relatively slow movement of the gases in many natural-draft installations, it is impossible to obtain a representative sample by simple means

through a small sampling tube. (There is insuffi- cient kinetic energy in the particles to carry them

through such tubes.) It is often impracticable to have the total gases passed through a cinder catcher,

and for such cases no generally recognized method is in use. The methods used (a) by the Chicago

department of smoke inspection 11 and (6) those reported in Bureau of Mines Bulletin 223, entitled An Investigation of Powdered Coal as Fuel for Power Plant Boilers, by Kreisinger, Blizard, Augustine, and Cross, have been used with success. The latter method is particularly to be recom- mended when it is desired to obtain in addition to the cinder content also a measurement of the fine dust such as may be present in gases escaping from

powdered-coal furnaces.

APPENDIX C

Fuel Testing and Analysis by Bureau of Mines In the bureaus' Schedule 3-A, the fees for analyzing coal are announced, and the conditions under

which analyses and tests will be made are stated as

follows: The conditions under which the Bureau of Mines will, for a fee, analyze samples of coal and determine the softening temperature of coal ash are set forth below.

(1) Application for the making of such analyses and tests must be made to the Director of the Bureau of Mines, Washington, D. C.

(2) The Bureau of Mines can not undertake to make analyses of coals for private parties except in cases where good reason exists why

such analyses should be made in a Government laboratory, as in

" See report of 1915 of Chicago Association of Commerce Committee

of Investigation on Smoke Abatement and Electrification of Railway

Terminals, pp. 150-151.

cases where the coals are to be exported for sale in other countries, or

in cases involving arbitration, etc.

(3) In order that the analyses and tests made by the bureau may

be fairly representative of the coal to be analyzed, it is essential that

the samples of such coal be collected and shipped in the manner

approved by the Bureau of Mines. >2 (See method described in Technical Paper 1, The Sampling of Coal in the Mine, and Bulletin 116, Sampling Coal Deliveries, and Types of Government Specifications

for the Purchase of Coal.) With each sample of coal should be furnished the name of the coal bed and of the mine from which the sample came. The location of the mine with respect to the State, county, and the shipping point or nearest town should also be given. American Standards Association, classification of

coals. (Under the procedure of the American Standards

Association, standardization work is under way for the classification of all coals from anthracite to

lignite, to be based upon such chemical and physical

characteristics as will make the plan most readily

adaptable to industrial and commercial use on a

national scale.) National Association of Purchasing Agents, standard coal contract. (In cooperation with

National Coal Association).

Form A (with analysis clause). Form B (without analysis clause). (The above-entitled forms, to be used in pre- paring contracts for the purchase of coal, have

been adopted as standard by the association.)

501.1 ANTHRACITE COAL. (See also 501.0.)

American Society for Testing Materials, tentative method of test for size of anthracite, serial desig- nation D310-29T, 1929.Scope

1. This method of test covers the screen tests

of anthracite to determine the percentage of undersize or oversize in any given commercial size. Apparatus

2. The screens for testing the various sizes of anthracite shall consist of No. 16 U. S. gage metal

plates with staggered round openings. Screens mounted in hardwood box frames 16 to 20 inches square are satisfactory for testing chestnut, pea, and buckwheat sizes of anthracite. For broken,

egg, and stove sizes it is more convenient to use

screens square or rectangular in shape having an

area of 4 to 6 square feet. The screens may conveniently be mounted on a rack, so as to slide

like a drawer, with a pan underneath to catch the

undersize.

3. The screen openings for testing the different commercial sizes of anthracite13 shall be as follows:

Size

Broken

Egg..

Stove Chestnut Pea

No. 1 buckwheat

No. 2 buckwheat (rice)...

No. 3 buckwheat (barley)

Size of round-hole openings In testing screens

Passing aA7/i 6 inch screen, retained on a. 37/i 6 inch screen. Passing a 3

7A« inch screen, retained on

a 2M6 inch screen. Passing a 2He inch screen, retained on

a 1916 inch screen. Passing a 1916 inch screen, retained on

a 'He inch screen. Passing a i?it inch screen, retained on

a 9<a inch screen. Passing a -H6 inch screen, retained on

a flo inch screen. Passing a Ms inch screen, retained on. a 3/\s inch screen. Passing a s/ia inch screen, retained on

a %2 inch screen.

Tolerances of ±3 per cent on average openings and of 10 per cent in- maximum openings are permissible.

« Conditions here referred to for sampling are practically identical

to those specified by this code as the standard method.

1 3 The names of anthracite sizes and the size of screen openings for broken, egg, stove, chestnut, and pea sizes, are in conformity with

those recommended by the anthracite operators' conference of June

8, 1928.

24
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 501.2

Sampling

4. Each carload, or its equivalent, shall be considered as a unit for sampling.

5. The gross sample shall not be less than 200 pounds for broken and egg sizes, and not less than

100 pounds for stove, chestnut, pea, and the buck- wheat sizes.

6. (a) The gross sample shall preferably be

collected when the coal is being loaded or unloaded

in accordance with the procedure described in sections 1 and 2 of A. S. T. M. D21. (See 501.0,

p. 4.) The increments shall be regularly and

systematically collected, so that the entire quantity

of coal sampled will be represented proportionately

in the gross sample, and with such frequency that a gross sample of the required amount shall be

collected.

(6) In case it is necessary to collect the sample

from the exposed surface of the car, at least nine equal increments shall be taken about 1 foot below

the surface at regular intervals along three parallel

lines running from one end of the car to the other. One of these lines shall pass through the center of the car and each of the other lines shall be about

two-thirds the distance from the center line to the

side of the car.

7. For broken, egg, stove, and chestnut sizes the gross sample shall be screened without being

mixed or reduced. For pea and the buckwheat

sizes the gross sample shall be thoroughly mixed

and reduced by quartering, without crushing,

in accordance with sections 6 and 7 of A. S. T. M.

D21 to a laboratory sample of the following approximate minimum amounts:

Size

Pea

No. 1 buckwheat No. 2 buckwheat (rice)... No. 3 buckwheat (barley)

Laboratory sample

approxi- mate mini- mum

weight

Pounds

Procedure

8. In case the coal is wet it shall be air-dried before screening. The undersize shall be deter- mined first. For broken, egg, and stove sizes, each piece shaU be upended on the screen, that is, tested to see if it will in any position pass through

the screen. For chestnut, pea, and the buckwheat sizes, the screens shall be shaken gently, so as to avoid breakage of the coal, with a reciprocating horizontal motion until practically no more coal will pass through the openings. The

coal shall be screened in such increments as will allow the pieces to be in direct contact with the

screen openings after the completion of the shaking

of each increment.

9. The undersize and oversize shall be reported

to the nearest 1 per cent. 501.2 BITUMINOUS COAL. (See also 501.0.)

American Gas Association, standard specifica- tions for gas and coking coals. (These specifications agree with those of the American Society for Testing Materials (given

below) and were prepared jointly by that organi- zation and the American Gas Association).

American Society for Testing Materials, standard

specifications for gas and coking coals; serial designation; D166-24; 1924,

(These specifications agree with those of the American Gas Association and were prepared

jointly by that organization and the American

Society for Testing Materials.)

1. Gas and coking coals must yield both merchantable gas and coke when distilled in a retort or oven by commercial methods. The type of coals may vary within rather wide limits according to the treatment in the retort and the market for the

products. These specifications, therefore, merely

give the limits within which gas and coking coals

will usually fall, and indicate the circumstances

under which further restrictive conditions should be

imposed. SAMPLING AND ANALYSIS

2. The coal shall be sampled in accordance with

A. S. T. M. D21. (See 501.0, p. 4.)

3. Analyses of the coal, when required, shall be made in accordance with A. S. T. M. D271. (See

501.0, p. 8.) CHEMICAL AND PHYSICAL PROPERTIES

The carbon ratio; that is, the ratio of fixed carbon to volatile matter

while not entirely reliable, is the best simple index to the behavior

of the coal when carbonized. The carbon ratio in the case of gas

coals will vary from 1.4 to 2.0 and for coking coals from 1.4 to 5.0 The

latter includes a wide range of coals varying from high volatile gas

coal to low volatile or "smokeless" coal.

4. (a) The percentage of moisture in the coal as mined shall be subject to agreement by the purchaser

and the seller.

(b) In the absence of a definite agreement be- tween the purchaser and the seller, the mine moisture

in the coal as mined shall not exceed 4.0 per cent. The moisture shall be determined by the general average composition of coal from the mine in question and an analysis of each shipment shall not be

required.

5. The fusion temperature of ash of coal, the coke from which is intended for domestic and

industrial use, shall not be below 2,200° F. In the

case of coke for use in the manufacture of water

gas, the fusion temperature of the ash of the coal

shall preferably be higher than 2,300° F. The

fusion temperature of the ash shall be determined

in accordance with the method for determination of

fusibility of coal ash appearing in A. S. T. M. D271.

Note.—The fusion point of ash is not usually important for metallurgical work. It is important, however, in the case of coke for domestic and industrial furnace use and for the manufacture of water gas.

(a) Special Requirements for Gas Coals

6. Gas coal shall contain not less than 35.0 per

cent of volatile matter when determined on the moisture and ash-free basis. Note.—This is equivalent to 30.8 per cent volatile matter for a

coal containing 12.0 per cent of combined ash and moisture.

7. In the case of gas coals, the ash in the dry

coal shall be not over 9 per cent.

8. The composition of gas coal shall be such that

the dry coke produced therefrom will contain not

over 1.5 per cent of sulphur and the resultant gas

will contain not more than 30 grains of sulphur,

in the form of compounds other than hydrogen

sulphide, per 100 cubic feet of gas.

9. Gas coal shall be such that the coke produced

thereform will be of sufficient size and strength to be

suitable for domestic use or for the manufacture

of water gas. Note.—These physical characteristics of coke are not amenable

to simple explicit definition, and must necessarily be left to the judgment of experienced operators.

(b) Special Requirements for Coking Coals 10. In the case of coking coals, the ash in the dry coal shall be not over 9 per cent.

11. (a) If metallurgical coke is to be produced,

the composition of the coking coal shall be such

25
501.2 STANDARDS AND SPECIFICATIONS FOB NONMETALLIC MINERALS

that the dry coke produced therefrom will not

contain more than 1.0 per cent of sulphur in the

case of foundry coke, and 1.3 per cent of sulphur

in the case of blast-furnace coke.

(b) If gas is to be sold for domestic use, the composition of the coking coal shall be such that the

resultant gas will contain not more than 30 grains of sulphur, in the form of compounds other than hydro- gen sulphide, per 100 cubic feet of gas.

12. A limitation as to phosphorus, which may be

required when coke is used for metallurgical purposes, shall be subject to agreement between the purchaser and the seller. 13. The composition of coking coal which is to be

charged into a by-product oven without admixture

shall be such that the coke produced therefrom will shrink sufficiently to permit of its being discharged

from the oven without difficulty. Note.—The mixing of coals for by-product coke-oven use is widely

practiced, and such mixtures usually contain, as a very important component, low volatile or "smokeless" coking coals, which when

carbonized alone would not give the requisite shrinkage. 14. The composition of the coking coal shall be

such that the coke produced therefrom will meet

such requirements as to size, strength, and structure as are necessary for good practice in the industries using the coke.

Note.—These physical characteristics of coke are not amenable

to simple explicit definition and must necessarily be left to the judg- ment of experienced operators. American Society for Testing Materials, standard

method of test for cubic foot weight of crushed bituminous coal, serial designation: D291-29, 1929. APPARATUS

1. This method is intended for the rather coarsely crushed coal less than lji inches in size, such as is charged into coke ovens. It does not apply to powdered coal as used in boiler plants.

2. A box 12 by 12 by 12 inches in inside dimensions

shall be used. A box made of one-eighth inch sheet

steel welded together and provided with handles,

makes a very suitable cubic foot box and would

weigh approximately 35 pounds. SAMPLING

3. For collecting gross samples of crushed bitumi- nous coal, the procedure described in sections 1 to 4, inclusive, and the directions preceding section 1 of A. S. T. M. D21 (see 501.0, p. 4) shall apply.

During the period of collecting the gross sample, the increments of the sample shall be stored in a waterproof container with a tightly fitting cover in order to prevent the loss of moisture.

4. The gross sample of coal shall, as quickly as

possible to avoid loss of moisture, be thoroughly

mixed a,nd reduced by quartering, without crushing, to a laboratory sample of approximately 60 pounds

in accordance with sections 6 and 7 of D21. The

cubic-foot weight should be determined immediately.

If the determination of the cubic-foot weight is not

to be made immediately, the 60-pound laboratory

sample should be kept in a waterproof container with a tightly fitting cover until the time for making

the determination. PROCEDURE

5. The cubic-foot weight box shall be placed on a

suitable platform scale, weighed empty and then

filled with crushed bituminous coal from the labora- tory sample while the box is on the scale in order to avoid handling the heavy box of coal. The box

shall be filled by means of a scoop or small shovel by

allowing the coal to slide off the scoop or shovel from

a height of 2 inches above the top of the box until the coal overflows on all sides of the box. Precautions should be taken that none of the coal is dropped into the box so as to cause packing and that

the cubic-foot box is not shaken or tapped during

filling. The excess coal shall be struck off by means

of a straightedge without shaking or tapping "the box. The box filled with coal shall then be weighed. The

difference between the two weights to the nearest

0.1 pound shall be reported as the weight of 1 cubic

foot of the crushed bituminous coal. Note.—Aside from the character of the coal itself, moisture content and size of the coal are the two main factors which affect the cubic

foot weight. A moisture determination and a sieve analysis of the

coal should be reported along with the cubic foot weight for proper

interpretation of the cubic foot weight. For directions for making the moisture determination see A. S. T. M. D271. (See 501.0, p. 8.) American Society for Testing Materials, tentative method of test for sieve analysis of crushed bitu- minous coal, serial designation: D311-29T, 1929. SCOPE

1. This method is intended for the rather coarsely crushed coal, less than V/% inches in size, such as is charged into coke ovens. It does not apply to powdered coal as used in boiler plants.

APPARATUS

2. The following square-mesh sieves, so selected that the actual openings between the wires of the succeeding sizes of sieves shall have a constant ratio of 1.414 (the square root of 2) shall be used: 0.131,

0.185, 0.263, 0.371, 0.525, 0.742, and 1.050 inches. Tolerances of ± 5 per cent on average openings and of 15 per cent in maximum openings are permissible. 14 Sieves of double-crimped wire with circular frames

about 18 inches in diameter are satisfactory.

SAMPLING

3. For collecting gross samples of crushed bitu- minous coal, the procedure described in sections 1 to

4, inclusive, and the directions preceding section 1 of A. S. T. M. D21 (see 501.0, p. 4) shall apply.

4. The gross sample of coal shall be thoroughly

mixed and reduced by quartering, without crushing,

to a laboratory sample of approximately 60 pounds

in accordance with A. S. T. M. D21. In case the

coal is wet, the gross sample shall be air-dried before reduction to the 60-pound laboratory sample.

PROCEDURE

5. The laboratory sample (approximately 60 pounds) shall be accurately weighed. Starting with

the sieve having the largest opening, the laboratory

sample of coal shall be sieved in such increments as

will allow the pieces to be in direct contact with the meshes after the completion of the shaking of each

increment. In sieving, the coal shall be shaken

rather vigorously, in order to upend the pieces, until practically no more coal will pass through the

openings. The coal retained on each sieve and that which passes the smallest sieve shall be weighed

separately.

6. The sieve analysis of the coal shall be reported

in percentage to the nearest 0.1 per cent as follows:

Per cent Retained on a 1.050-inch sieve Passing a 1.050-inch sieve, retained on a 0.742-inch sieve Passing a 0.742-inch sieve, retained on a 0.525-inch sieve Passing a 0.525-inch sieve, retained on a 0.371-inch sieve Passing a 0.371-inch sieve, retained on a 0.263-inch sieve Passing a 0.263-inch sieve, retained on a 0.185-inch sieve Passing a 0.185-inch sieve, retained on a 0.131-inch sieve Passing a 0.131-inch sieve -

Total 100.0

» For methods of testing sieves see A. S. T. M. E 11. (See 500.2,

P. 1.)

26
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 501.5

In case the sum of the percentages does not total

100.0, correction shall be made on the quantity

passing through the smallest sieve so that the total

v/ill be 100.0. However, if the sum of the weights

retained on each sieve and that which passes the

smallest sieve shows a loss of over 0.5 per cent, the

analysis shall be rejected and another test made.

501.3 SEMIBITUMINOUS COAL. (See 501.0.)

501.4 COAL-TAR PRODUCTS AND BITUMINOUS MATERIALS.

501.41 Coal-tar products.

American Society for Testing Materials, analysis

and tests for creosote oil. (This society has formulated the following

methods: D38-27, 1927, standard method of sampling and analysis of creosote oil; D246-28, 1928,

standard method of test for distillation of creosote

oil.) 501.42 Bituminous materials. (See 505.)

501.5 COKE. (See also 501.0.)

American Society for Testing Materials, standard

definitions of terms relating to coal and coke. (See

D121-, 501.0 p. 6.) American Society for Testing Materials, tentative

definitions of terms relating to coal and coke. (See

D121-27T, 501.0, p. 6.) American Society for Testing Materials, standard

method of laboratorv sampling and analysis of coal and coke. (See D271-, 501.0, p. 8.) American Society for Testing Materials, tentative methods for the determination of sulphur in coal and coke by the bomb washing and sodium peroxide

fusion methods. (See D271-, 501.0, p. 8.) American Society for Testing Materials, standard

specifications for gas and coking coals. (See

D166-, 501.2, p. 25.) American Society for Testing Materials, standard

specifications for foundry coke, serial designation:

D17-16, 1916. I CHEMICAL PROPERTIES ASH TESTS

(a) Sampling

1. Each carload, or its equivalent, shall be considered as a unit.

2. (a) The sample shall be taken from the exposed

surface of the car, by knocking off with a hammer a

piece approximately the size of a walnut, at regular

intervals of 18 inches along three hues running from

one end of the car to the other. One of these lines shall pass through the center of the car and the other two lines shall be 2 feet from the respective sides of the car.

(6) The intervals of sampling along the three lines may be measured by using a hammer with a handle

18 inches long, breaking off a piece of coke the size of a walnut at each point where the head of the hammer rests, regardless of the appearance of the

particular piece that happens to occur under the head of the hammer.

3. The total quantity of sample collected in the above manner shall not be less than 1 cubic foot.

4. When the total moisture content is not to be

determined, the entire gross sample shall be crushed

to pass through a 4,760-micron (No. 4) sieve, under

such conditions as shall prevent loss or the accidental admixture of foreign matter. The crushing shall be done mechanically with a jaw crusher, or by hand on

a chilled iron or hard steel plate by impact of a

chilled iron or hard steel tamping bar, hammer, or

sledge, avoiding all rubbing action, otherwise the ash content of the sample will be materially increased by the addition of iron from the crushing apparatus, even though hardened steel or chilled iron is used.

After all the gross sample has been passed through

the 4,760-micron (No. 4) sieve, it shall be mixed on

a strong, closely woven cloth about 5 feet square by

raising successively the four sides of the cloth, thus

rolling the sample about until thoroughly mixed.

The four corners of the cloth shall then be gathered

up, and the sample shall be formed in a conical pile

and reduced in quantity by quartering as follows: The cone shall be flattened, its apex being pressed

down so that each quarter contains the material

originally in it. The flattened mass shall then be

divided into four equal quarters. The diagonally

opposite quarters shall then be removed and dis- carded and the space that they occupied brushed

clean. The two remaining quarters shall be successively mixed, coned, and quartered on the cloth as

before, until two opposite quarters shall weigh not

less than 5 pounds, which shall then be placed in a

suitable container for transportation to the laboratory. In case duplicate laboratory samples are

desired, the rejected portions of the original sample

passing the 4,760-micron (No. 4) sieve shall be combined, mixed, and quartered down to a similar 5-pound sample.

5. The sample prepared by the above method

may, at the option of the purchaser, be used for an

approximate moisture determination. In such cases the gross sample shall be immediately crushed and

reduced to the 5-pound laboratory sample as rapidly

as possible, to minimize the loss of moisture. The

container for shipment to the laboratory shall be

moisture tight. Since the sample obtained by this method will usually show less than the true moisture

content of the gross sample, the purchaser shall have

the privilege of a special moisture sample as hereinafter provided, if the standard sample shows more

then 3 per cent moisture.

6. The special moisture sample shall consist of not less than 1 cubic foot of walnut size. It shall be taken in the manner described in section 2, and

shall be placed, immediately after collection, in a

moisture-tight container for transportation to the

laboratory. The car shall be weighed at the time

the special moisture sample is collected.

7. In case of disagreement between buyer and

seller, an independent chemist, mutually agreed upon

shafl be employed to sample and analyze the coke, the cost to be borne by the party at fault. The resample shall be taken and prepared as pre- scribed in the foregoing sections, except that the minimum quantity of gross sample shall be not less than 1 bushel in volume, taken at intervals of 18

inches on six equidistant lines parallel to the side of the car.

(to Chemical Analysis

8. The sample received at the laboratory shall be

prepared for analysis, and the percentage of moisture, volatile matter, fixed carbon, ash, and sulphur

shall be determined as specified in A. S. T. M. D271.

(See 501.0, p. 8.)

9. The dry coke shall not exceed the following

limits in chemical composition:

Per cent

Volatile matter, not over 2. Fixed carbon, not under 86. Ash, not over 12.0 Sulphur, not over 1.0

REJECTION

10. (a) In case the original standard sample was

taken in accordance with section 5 and showed more

than 3 per cent moisture, the purchaser shall have

the option of taking a special moisture sample according to section 6, and of deducting the moisture found

in excess of 3 per cent from the weight of coke found

on reweighing the car at the time the special moisture

sample was taken.

27
501.5 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

(b) In case the original standard sample was taken

with special regard to moisture in accordance with

section 6, the purchaser shall have the option of deducting the moisture in excess of 3 per cent from

the weight of coke, provided that the car was

weighed at the time of sampling.

11. Coke which fails to conform to the limits of chemical composition given in section 9 will be

rejected, and the seller shall be notified within five working days from the date of sampling.

American Society for Testing Materials, standard

method of test for sieve analysis of coke, serial designation: D293-29; 1929.

APPARATUS

1. The following square-mesh sieves, so selected that the actual openings between the wires of the succeeding sizes shall have a constant ratio of 1.414

(the square root of 2) , in so far as this sieve scale has become established by use, shall be used: 0.131, 0.185, 0.263, 0.371, 0.525, 0.742, 1.050, 1.5, 2.0, 3.0, and 4.0 inches. Tolerances of ±5 per cent on

average openings and of 15 per cent in maximum

openings are permissible. (For sieve tests see A. S. T. M. E 11, 500.2, p. 1.) For sizes of coke

smaller than 2 inches, sieves of double-crimped wire with circular frame about 18 inches in diameter are

satisfactory. For coke 2 inches and larger in size,

it is more convenient to use sieves square or rect- angular in shape, of heavy, double-crimped wire having an area of 6 to 9 square feet. These larger

sieves may be mounted in a rack so as to slide like a drawer with a pan at the bottom. SAMPLING

2. For collecting samples of coke, the procedure

described in sections 1 to 4, inclusive, and the

directions preceding section 1 of A. S. T. M. D21

(see 501.0, p. 4), shall apply in general. The

weight of the sample selected for the sieve-analysis

determination depends upon the size and character

of the eoke and shall conform to the following:

Pounds

For run-of-oven coke and coke 1 inch and larger in size contain- ing breeze, not less than_ 500 For coke 1 inch and larger in size, free from breeze, not less than. 200 For coke smaller than 1 inch in size, not less than 50 It is extremely difficult to obtain truly representative samples of coke having a range of sizes. When the coke is on a belt conveyor the sample shall be selected by stopping the belt at regular intervals and selecting increments in sections about 3 feet in length and the entire width of the belt, or when the coke is going over a pulley or coming down a chute

the sample shall be selected by inserting a container

or scoop into the stream of coke at regular intervals so as to take increments of the full width and thickness. The increments shall be regularly and

systematically collected, so that the entire quantity

of coke sampled will be represented proportionately

in the sample, and with such frequency that a sample of the required amount shall be collected.

It is not feasible to collect representative samples

of coke from loaded cars or bins for sieve analyses.

Samples of coke in cars or bins should be taken as the cars or bins are being filled or emptied. PROCEDURE

4. The sample shall be accurately weighed.

Starting with the sieve having the largest opening, the sample of coke shall be sieved in such increments

as will allow the pieces to be in direct contact with

the meshes after the completion of the shaking of each increment. For coke 1 inch and larger in size the

following square-mesh sieves are usually used: 4.0, 3.0, 2.0, 1.5. 1.050, and 0.525 inches. For coke

smaller than 1 inch in size the square-mesh sieves usually used are: 0.742, 0.525, 0.371, 0.263,

0.185, and 0.131 inch. Each piece of coke retained on the 2-inch or larger sieve shall be upended on

the sieve; that is, tested to see if it will in any

position pass through the sieve. Coke pieces

passing the 2-inch sieve shall be shaken rather

vigorously on each succeeding sieve in order to upend

the pieces until practically no more coke will pass through the openings. The coke retained on each

sieve and that which passes the smallest sieve used

shall be weighed separately. In case the coke is wet, the coke shall be dried before making the

sieve analysis. However, usually any error due to moisture content would be very small and may be

neglected except in the case of coke smaller than

1 inch in size, in which case the coke shall be dried before making the sieve test.

5. The sieve analysis of the coke shall be reported

in percentage to the nearest 0.1 per cent as follows:

Per cent Retained on a 4.0-inch sieve Passing a 4.0-inch sieve, retained on a 3.0-inch sieve I Passing a 3.0-inch sieve, retained on a 2.0-inch sieve Passing a 2.0-inch sieve, retained on a 1.5-inch sieve Passing a 1.5-inch sieve, retained on a 1.050-inch sieve

Passing a 0.185-inch sieve, retained on a 0.131-inch sieve I Passing a 0.131-inch sieve

Total 100.0 In case the sum of the percentages do not total

100.0, correction shall be made on the quantity

passing through the smallest sieve so that the total

will be 100.0. However, if the sum of the weights

retained on each sieve and that which passes the

smallest sieve shows a loss of over 0.5 per cent, the analysis shall be rejected and another test made.

In view of the difficulty of obtaining representative samples of coke with regard to the size of the

pieces, even when 500-pound samples are used for the sieve analysis, it is desirable to take several samples for sieve tests and average the figures for the several samples.

American Society for Testing Materials, standard

method of test for cubic foot weight of coke, serial designation: D292-29; 1929.

1. This method is intended for coke 5 inches and

smaller; that is, coke which would in any position pass through a 5-inch square-mesh sieve.

2. A box 24 by 24 by 24 inches in inside dimensions shall be used. In order to keep the weight of the empty box as light as possible, the box may be

made of wood, but it must be rigid. Two strips of wood may be fastened to the sides of the box to form "sedan-chair" handles for convenience in handling.

Note.—For determining the cubic foot weight of coke smaller than

1 inch in size, a cubic foot weight box measuring 12 by 12 by 12 inches

in inside dimensions may be used.

SAMPLING

3. For collecting samples of coke, the procedure

described in sections 1 to 4, inclusive, and the direc- tions preceding section 1 of A. S. T. M. D21 (see 501.0, p. 4) shall apply in general. The weight of the sample selected for the determination of the

cubic foot weight depends upon the size and character of the coke and shall conform to the following:

For run-of-oven coke and coke 1 inch and larger in size not less than

300 pounds. For coke smaller than 1 inch in size not less than 50 pounds. It is extremely difficult to obtain truly representative samples of coke having a range of sizes. When the coke is on a belt conveyor the sample shall be selected by stopping the belt at regular intervals and selecting increments in sections about 3 feet

28
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 501.5

in length and the entire width of the belt or when

the coke is going over a pulley or coming down a chute the sample shall be selected by inserting a

container or scoop into the stream of coke at regular

intervals so as to take increments of the full width

and thickness. The increments shall be regularly

and systematically collected, so that the entire quantity of coke sampled will be represented proportionately in the sample, and with such fre- quency that a sample of the required amount shall be collected. It is not feasible to collect representative samples of coke from loaded cars or bins for cubic foot weight determinations. Samples of coke

in cars or bins should be taken as the cars or bins are being filled or emptied,

PROCEDURE

4. The cubic foot weight box shall be placed on a

suitable platform scale, weighed empty and then

filled with coke from the sample while the box is on

the scale in order to avoid handling the heavy box of coke. The box shall be filled by means of a shovel

or other suitable container by allowing the coke to

slide out of the shovel or container from a height

of 2 inches above the top of the box, with no attempt

to spread or arrange the coke. Because of the physical character of coke, it is not practical to strike

off the excess coke by means of a straightedge, so it

is necessary to do this largely by eye, with the assis- tance of a straightedge to check observations. The

box shall not be shaken, tapped, or dropped during

filling or leveling off. The box filled with coke shall then be weighed. The difference between the two

weights divided by the number of cubic feet in the box will give the weight per cubic foot of coke.

Note.—For proper interpretation of the cubic foot weight of coke, a moisture determination and a sieve analysis of the coke should be

reported along with the cubic foot weight. For directions for making

these determinations see the following methods of the American

Society for Testing Materials: In the case of a moisture determination, D271 (see 501.0, p. 8). In the case of a sieve analysis, D293-28T (given above)

.

American Society for Testing Materials, standard

method of tumbler test for coke, serial designation:

D294-29, 1929. APPARATUS

1. The tumbler machine shall consist of a circular

steel drum 36 inches in inside diameter and 18 inches

in inside length made of plate at least one-fourth inch

in thickness. Two equally spaced 2 by 2 by % inch

angles shall be riveted longitudinally inside the drum. These angles shall be riveted to the shell so that the attached legs point away from the direction

of rotation, thus giving a clear unobstructed shelf for lifting the coke. The drum shall be mounted on

a horizontal shaft to provide for rotating the drum.

An opening shall be provided, preferably in the shell, for introducing and removing the sample. During

the test, the cover shall be rigidly fastened to the

shell and shall be so constructed as to fit into the

shell in order to have a smooth inner surface.

2. For sizing the sample for test, square-mesh

sieves having 2-inch and 3-inch actual openings

between the wires shall be used. For sieving the coke after the tumbler test, square-mesh sieves having 2-inch, 1.5-inch, 1. 050-inch, 0.525-inch, and

0.263-inch actual openings between the wires shall be used. In accordance with A. S. T. M. Ell (see 500.2, p. 1) a tolerance of ±3 per cent on average

openings and of 10 per cent in maximum openings

are permissible. Sieves of heavy double-crimped

wire with circular frames about 24 inches in diameter

are satisfactory. SAMPLING

3. The quantity of coke collected for sizing shall be sufficient to obtain approximately 25 pounds of

coke which will pass a 3-inch and be retained on a

2-inch square-mesh sieve. This may best be

accomplished by placing a container or scoop in the stream of coke and collecting small increments at

regular intervals in order to obtain a representative

sample of the entire quantity of coke under

consideration.

4. The coke shall be sized by sieving on a 3-inch and a 2-inch square-mesh sieve, without crushing

the larger pieces, in order to obtain a sample that

will pass the 3-inch and be retained on the 2-inch

sieve. In sizing the sample, each piece of coke shall be upended on the sieve; that is, tested to see if it will in any position pass the sieve. If a large proportion of the pieces are larger than 3 inches, it will be necessary to break out representative smaller

pieces of the desired size. This shall be accomplished without shattering the coke pieces and may

often be done with a heavy screw driver by prying

apart at fracture cracks. PROCEDURE

5. Approximately 22 pounds (10 kg) of the coke

sample which has been sized in accordance with

section 4, and previously dried at 104° to 200° C,

shall be accurately weighed and placed in the drum of the tumbler machine. The cover shall be rigidly fastened and the drum rotated at 24 r. p. m. ±1

r. p. m. for a total of 1,400 revolutions. All of the coke shall then be removed from the drum and

sieved, using the following square-mesh sieves:

2-inch, 1.5-inch, 1.050-inch, 0.525-inch, and

0.263-inch. Each piece of coke retained on the

2-inch sieve shall be upended to determine whether

in any position it passes the 2-inch sieve, while the coke passing the 2-inch sieve shall be shaken rather

vigorously on each succeeding sieve in order to upend the pieces until practically no more coke will pass through the openings. The coke retained on

each sieve and that which passes through shall be

weighed separately. REPORT

6. The sieve analysis after the tumbler test shall be reported in cumulative percentages to the nearest

0.1 per cent, as follows:

Per cent cumulative

Total retained on the 2-inch sieve Total retained on the 1.5-inch sieve -.. Total retained on the 1.050-inch sieve (Stability factor) Total retained on the 0.525-inch sieve Total retained on the 0.263-inch sieve (Hardness factor) Names have been assigned to two values in the

sieve test following the tumbler test. The percent- age of coke retained on the 1.050-inch sieve has been

designated the stability factor, and the percentage

retained on the 0.263-inch sieve as the hardness

factor as indicated in the report of the sieve test in the above table. American Society for Testing Materials, standard

method of shatter test for coke, serial designation:

D141-23; 1923. APPARATUS

1. The shatter-test machine shall consist of a

box 18 inches in width, 28 inches in length, and

approximately 15 inches in depth, supported above

a rigidly mounted cast iron or steel plate, not less than one-half inch in thickness, 38 inches in width,

and 48 inches in length. The inside of the bottom of the box shall be 6 feet above the plate. The bottom

of the box shall consist of two doors hinged length- wise and latched so that they will swing open freely

and not impede the fall of the coke. Boards

about 8 inches in height should be placed around the

plate so that no coke is lost. To prevent the break- age of coke, which may occur while placing the sample in the box, the box shall be constructed so that it can be lowered to a convenient level, which is

29
501.5 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

best done by means of a pulley and counterweight.

A convenient form of shatter-test machine is shown in Figure 13.

2. For determining the breakage of coke, square- mesh screens with the following openings shall be

used: 2 inches, 1J4 inches, 1 inch, and }i inch. A

circular screen, 2 feet in diameter, is satisfactory.

3. Each carload, or its equivalent, shall be considered a unit for sampling. SAMPLING

4. (a) If the shatter test is to be used to indicate the probable breakage of coke on handling, the sample

should be taken before the coke is subjected to possible breakage resulting from screening and

loading into cars. In the case of by-product coke, the sample should be collected from the coke wharf

;

while samples of beehive coke should be collected as

it is delivered from the ovens.

(6) If the shatter test is to be used to indicate the

fitness of the coke for furnace or cupola use, tne sample should be collected at the point of delivery.

s.-

4'-0"

Side Elevation Figure 13.

Shatter test machine

3-2'

>) End Elevation

5. (a) By-product coke.—About 75 pounds of rep- resentative pieces of coke, none of which would in any position pass through a 2-inch square-mesh

screen, shall be selected from the coke wharf for each

test. This is best accomplished by dividing the coke on the wharf into approximately equal areas, and

selecting an equal number of pieces from each area. Each piece selected shall be approximately equal in length to one-half the width of the coke ovens, and

should show a "cauliflower" end produced at the

walls of the ovens, and an "inner" end produced at the center of the ovens.

(b) Beehive coke.—About 75 pounds of representative pieces of coke shall be selected for each test as the coke is drawn from the ovens. This is best done by selecting full-length pieces, or their equivalent, as the coke is being drawn from previously

determined points in the oven, so that they include

pieces from the front, sides, center, and back. If the individual pieces as taken from the ovens are too large and bulky, the 75-pound sample shall be

collected by removing three small pieces from each

large piece—one from the top, the middle, and the bottom. The sample finally collected should be

composed of an equal number of pieces showing top, middle, and bottom. None of the pieces comprising

the sample shall in any position pass through the

2-inch square-mesh screen.

6. By-product and beehive coke.—The sample is best collected as the coke is delivered from the rail- road cars into the bins. This may be accomplished

by inserting a scoop of 10 to 15 pounds capacity in the coke stream at regular intervals during the period

of unloading. The sample collected shaU be large

enough to give about 75 pounds of coke pieces, none

of which would in any position pass through a

2-inch square-mesh screen. As it is very difficult to collect a representative

sample from coke exposed in bins and cars, care should be taken to take pieces representing the entire exposed area, if sampling must be done in this manner. This is best accomplished by dividing the exposed surface to be sampled into approximately

equal areas, and selecting an equal number of pieces

from each area. Approximately 75 pounds of representative pieces, none of which would in any

position pass through a 2-inch square-mesh sieve, shall be collected. PROCEDURE

7. About 50 pounds of the sample shall be placed

in the box of the coke shatter-test machine, the coke

leveled, the box raised, and the coke dropped four times on the plate, the small material produced being

returned each time to the box with the large coke. To prevent breakage of the coke, the box should be

lowered to a convenient height when transferring the sample into it. After the fourth drop the material shall be successively run through the screens mentioned below. The coke should be screened in such increments as will allow all pieces to be in

direct contact with the screen openings. In screening, care should be taken to prevent

breakage of the coke pieces. The screen shall be

shaken gently until all of the pieces are in direct contact with the meshes. The coke remaining on

each screen, and that which passes through, shall be

weighed separately. If the sum of these weights

shows a loss of over 1 per cent, the test shall be re- jected and another made.

The results of the shatter test shall be reported

as follows:

Per cent Retained on 2-inch screen Passing 2-inch screen, retained on IH-inch screen Passing lJ4-ineh screen, retained on 1-inch screen Passing 1-inch screen, retained on H-inch screen Passing }^-inch screen

8. Since the average probable error of a single shatter test determination is approximately 2 per

cent, it is advisable to make several tests and report the average result. American Society for Testing Materials, standard

method of test for volume of cell space of lump coke,

serial designation: D167-24; 1924.

1. The percentage by volume of cell space of lump

coke shall be calculated from the apparent specific

gravity of the moisture-free lump coke and the true

specific gravity of moisture-free coke passing a 74- micron (No. 200) sieve as follows: _ „„ .„„ Apparent specific gravity Percentage of cell space= 100-100 True specific gravity

A. DETERMINATION OF APPARENT SPECIFIC GRAVITY

Apparatus

2. The apparatus for the determination of the apparent specific gravity of coke shall consist of the

following:

(a) A suitable container not smaller than approximately 13 inches in height, 22 inches in length and

11 inches in width, of or equivalent size, provided

with a spout consisting of a short one-half inch nipple extending horizontally from the container about

2}i inches below the top. Note.—A wash boiler of suitable size to which a spout has been

soldered answers the above description. 30
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 501.5

(b) A wire cage or basket of about one-half inch square-mesh screen wire cloth provided with a cover and two long handles, suitable for holding the entire sample of coke and so made as to fit inside the container below the spout.

(c) A 3-gallon bucket or other vessel suitable for receiving the displaced water.

(d) A pan about 15 inches square and 3 inches in height or the equivalent for containing the coke during the determination of its weight.

(e) A scale sensitive to one-half ounce.

Sampling

3. Each carload, or its equivalent, shall be considered a unit for sampling.

4. (a) If the porosity test is desired on run-of- oven coke, the sample should be collected from the coke wharf in the case of by-product coke, while samples of beehive coke should be collected as it is delivered from the ovens.

(b) If the porosity test is desired on coke for fur- nace or cupola use, the sample should be representative of the material in question and collected at the point of delivery.

5. (a) By-product coke.—About 50 pounds of rep- resentative pieces of coke shall be selected from the coke wharf for each test. This is best accomplished

by dividing the coke on the wharf into approximately

equal areas, and selecting an equal number of pieces

from each area. Each piece selected shall be approximately equal in length to one-half of the width of the coke ovens, and shall show a "cauliflower" end

produced at the walls of the ovens, and an "inner"

end produced at the center of the ovens.

(6) Beehive coke.—About 50 pounds of repre- sentative pieces of coke shall be selected for each

test as the coke is drawn from the ovens. This is best done by selecting full-length pieces, or their equivalent, as the coke is being drawn from previously determined points in the oven, so that they

include pieces from the front, sides, center, and back.

If the individual pieces as taken from the ovens are too large and bulky, the 50-pound sample shall be

collected by removing three small pieces from each

large piece—one from the top, the middle, and the bottom. The sample finally collected should be

composed of an equal number of pieces showing top, middle, and bottom.

6. By-product and beehive coke.—The sample is best collected as the coke is delivered from the rail- road cars into the bins. This may be accomplished

by inserting a scoop of 10 to 15 pounds capacity in the coke stream at regular intervals during the period of unloading. The sample collected shall be

large enough to give about 50 pounds of coke pieces, none of which would in any position pass through

a 1-inch square-mesh screen. Note.—Since the cage or basket is of M-inch square-mesh

screen-wire cloth, it is necessary to have coke pieces that will remain

in the cage when the the cage is removed from the water. As it is very difficult to collect a representative

sample from coke exposed in bins and cars, care should be taken to take pieces representing the

entire exposed area, if sampling must be done in this manner. This is best accomplished by dividing the exposed surface to be sampled into approximately equal areas, and selecting an equal number

of pieces from each area. A 50-pound sample of representative pieces shall be collected, none of which should in any position pass through a 1-inch square-mesh screen.

Procedure

7. About 25 pounds of coke from the sample shall be selected so as to be representative of the material under consideration with regard to size, shape, and

general appearance. The coke shall be dried to constant weight at a temperature of from 105° to 200° C. The coke shall be weighed when cool, after shaking and brushing off any adhering dust. A cork shall be placed in the spout of the container which has been placed on a level and rigid base or

floor. After the empty cage has been placed into the

container, water at room temperature shall be

poured into the container until the water level is above the spout. After the water has come to rest, the cork shall be removed from the spout and the

excess water be permitted to drain out for one minute

after the overflow- stream starts to discharge drop by

drop. The cork shall then be replaced and the cage removed from the water, care being taken to shake

all adhering water back into the container. The

weighed dried coke sample shall then be placed into the cage and after fastening the cover, the cage

containing the coke shall be lowered into the water. Note.—If there is not sufficient capacity in the container above

the spout to retain the displaced water, some of the water may be drawn off into a weighed bucket, or other suitable vessel, by removing the cork from the spout while the coke is being lowered. The cage shall be permitted to remain in the water for 15 minutes with occasional shaking to detach any air bubbles adhering to the surface of the coke, care being taken not to disturb the position

of the container. At the end of the 15-minute

period, during which the coke shall have been completely submerged at all times, after the water has come to rest, the cork shall be removed and the

displaced water permitted to drain into a weighed

bucket or other suitable vessel for one minute after the overflow stream starts to discharge drop by

drop. The cork shall then be replaced, the cage

containing the coke removed from the water and

permitted to drain for one minute. The wet coke

shall then be removed from the cage and weighed.

The weight of the displaced water, which has been

caught in the bucket, shall then be determined.

8. The apparent specific gravity shall be calculated from the formula:

Apparent specific gravity—

in which A=weight of dry coke; B=weight of water displaced by wet cok9; and C=weight of wet coke.

B. DETEEMHJATTOJT OF TBTJE SPECIFIC GRAVITY

Apparatus

9. The apparatus for the determination of the

true specific gravity of coke passing a 74-micron

(No. 200) sieve shall consist of a Hogarth's specific

gravity bottle with side tubulure, having a capacity

of about 100 cc. The bottle shall be accurately

calibrated so that a table may be constructed, giving the contents of the bottle at the room temperatures

likely to occur in the laboratory.

Note.—This may be done conveniently from data in tables of corrections for determining the true capacities of glass vessels from the weight of water in air, as given in National Bureau of Standards

Circular No. 19, pages 52 to 56; 1916.

Procedure

10. A 10 g portion of 200-mesh coke, which has

been previously dried for one hour at 105° C, shall be carefully introduced into the specific-gravity bottle with a sufficient quantity of distilled water to fill the bottle about one-half full. The bottle shall then

be placed on a hot plate and the contents kept boiling

for one hour, the specific-gravity bottle being shaken

frequently so as to wash down any coke adhering to the sides. After boiling for one hour, the bottle

shall be removed from the plate, filled to the tubulure with recently boiled and cooled distilled water, and the stopper inserted. The bottle shall be perSI
501.5 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

mitted to stand until the contents have cooled to room temperature. Note.—Cooling may be hastened by placing the bottle in water. After the contents of the bottle have cooled to room temperature, the bottle shall be filled to slightly

above the mark on the capillary of the stopper with

recently boiled distilled water which has been cooled

to room temperature. Note.—This is conveniently done by inserting the end of the tubulure in a small beaker of the distilled water and applying a slight suction on the stopper. The water level shall be adjusted to the mark on

the capillary by touching a piece of filter paper to the end of the tubulure. The bottle shall then be wiped

dry and weighed immediately. Immediately after the weighing, the stopper shall be removed and the temperature of the contents taken.

11. The true specific gravity shall be calculated from the formula:

fv True specific gravity = w _ T^r~ff\

in which W — weight in grams of dry coke; W= weight in grams of bottle + dry coke + water required to fill the bottle; P = weight in grams of bottle + water required to fill the bottle. 12. The differences in duplicate determinations

shall not be more than the following: Same analyst 0.01 Different analysts 02 501.6 CHARCOAL.

(No nationally recognized specifications available.)

502. PETROLEUM

502.0 GENERAL ITEMS.

American Society for Testing Materials, tentative definitions of terms relating to petroleum, serial designation: D288-28T; 1928. Crude petroleum.—A naturally occurring mixture,

consisting predominantly of hydrocarbons and/or

of sulphur, nitrogen, and/or oyxgen derivatives of hydrocarbons, which is removed from the earth in liquid state or is capable of being so removed.

Note.—Crude petroleum is commonly accompanied by varying

quantities of extraneous substances, such as water, inorganic matter, and gas. The removal of such extraneous substances alone does not change the status of the mixture as crude petroleum. If such removal

appreciably affects the composition of the oil mixture, then the result- ing product is no longer crude petroleum. Topped crude petroleum.—A residual product re- maining after the removal, by distillation, or other

artificial means, of an appreciable quantity of the more volatile components of crude petroleum.

Weathered crude petroleum.—The product result- ing from crude petroleum through loss, due to natural causes, during storage and handling of an appreciable quantity of the more volatile components.

Benzine.—This term is archaic and misleading

and should not be used. Petroleum naphtha.—A generic term applied to

refined, partly refined, or unrefined petroleum products and liquid products of natural gas, not less than 10 per cent of which distills below 347° F. (175° C.) and not less than 95 per cent of which

distills below 464° F. (240° C), when subjected to

distillation in accordance with the current method

of test of the American Society for Testing Materials.

Note.—The "naphthas ' ' used for specific purposes such as cleaning, manufacture of rubber, manufacture of paints and varnishes, etc., are made to conform to specifications which may require products of con- siderably greater volatility than that set by the limits of this generic

definition. Gasoline.—A refined petroleum naphtha which by

its composition is suitable for use as a carburant in internal-combustion engines.

Petroleum spirits (white spirits).—A refined petroleum distillate with a minimum flash point of 70° F. (21° C.) determined by the tag closed tester in ac- cordance with A. S. T. M. D56 (see 503.0, p. 43) or by the Abel tester, with volatility and other properties making it suitable as a thinner and solvent in paints, varnishes, and similar products. Note.—The term "turpentine substitute" as applied to petro- leum spirits is to be condemned as false and misleading. The term

"mineral spirits," which is frequently used in the paint and varnish

industry, is a misnomer, as it includes within its scope not only pe- troleum products, but other hydrocarbon mixtures, such as coal-tar

distillates. In Great Britain the term " petroleum spirits " is applied

to a very light hydrocarbon mixture having a flash point below 32° F. (0° C). Kerosene.—A refined petroleum distillate having

a flash point not below 73° F. (23° C), as determined

by the Abel tester (which is approximately equivalent to 73° F. (23° C.) as determined by the tag

closed tester (see A. S. T. M. D56) and suitable for use as an illuminant when burned in a wick lamp.

Note.—In the United States of America local ordinances or in- surance regulations require at times flash points higher than 73° P.

(23° C), tag closed tester. Gas oil.—A liquid petroleum distillate having a

viscosity intermediate between that of kerosene and

lubricating oil. Note.—It should be understood that oils, other than gas oil as defined above, may be and are used in the manufacture of gas. Fuel oil.—Any liquid or liquefiable petroleum

product used for the generation of heat in a furnace

or firebox, the controlling factors being cost and

adaptability. Fuel oils in common use fall into one of four classes: (a) Residual fuel oils, which

are topped crude petroleums or viscous residiums obtained in refinery operations; (b) distillate fuel

oils, which are distillates derived directly or indi- rectly from crude petroleum; (c) crude petroleums

and weathered crude petroleums of relatively low

commercial value; and (d) blended fuels, which are mixtures of two or more of the three classes. Tar, pitch.—These terms shall not be applied to petroleum products. Petroleum lubricating grease.—A combination of a petroleum product and a soap or a mixture of soaps, suitable for certain types of lubrication.

Oil shale.—A compact rock of sedimentary origin,

with an ash content of more than 33 per cent and

containing organic matter that yields oil when

destructively distilled, but not appreciably when

extracted with the ordinary solvents for petroleum.

Crude shale oil.—The oil obtained as a distillate by the destructive distillation of oil shale. End point.—The highest temperature reading observed on the distillation thermometer during

the distillation procedure conducted in accordance

with A. S. T. M. D86. (See 503.0, p. 44.) Engine distillate.—A refined or unrefined petroleum distillate similar to naphtha, but often of higher

distillation range. Tops.—The unrefined distillate obtained in topping a crude petroleum.

American Society for Testing Materials, tentative method of test for gravity of petroleum and petroleum products by means of the hydrometer, serial designation: D287-28T; 1928.

1. This method covers the determination of the

specific gravity or the A. P. I. gravity of crude petroleum and petroleum products normally handled

as liquids. The determination of the gravity of mixtures of petroleum products with other substances is treated as a special case owing to the

fact that the coefficients of expansion of such mixtures may not be the same as those of petroleum or

its products. The determination of the specific

gravity of road oils, road tars, asphalt cements, and

soft tar pitches is covered by A. S. T. M. D70 (see 505.0, p. 125.), and the testing of these products is

32
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 502.0

therefore specifically excluded from the scope of

this method.

DEFINITIONS

2. (a) Specific gravity.—The specific gravity of a petroleum oil and of mixtures of petroleum products with other substances is the ratio of the weight

of a given volume of the material at a temperature

of 60° F. (15.56° C.) to the weight of an equal

volume of distilled water at the same temperature,

both weights being corrected for the buoyancy

of air.

(b) A. P. I. gravity.—The A. P. I. gravity scale

is an arbitrary one which is related to the specific

gravity of a petroleum oil in accordance Math the formula:

A table showing the equivalent specific gravity,

pounds per gallon and gallons per pound at 60° F.

for each degree A. P. I. from 0° to 100° A. P. I. is given in the appendix to this method.

APPARATUS

There are two kinds of hydrometers in common use, the plain type and the combined thermometer and hydrometer, known as a thermohydrometer. Although the thermohydrometer type of instrument

is sufficiently satisfactory for routine use, the thermometer incor- porated in it possesses certain inherent defects of design which render

it unfit for use when results of unquestioned accuracy are desired. Therefore, in all referee tests the temperature of the sample being

tested must be determined by means of a separate thermometer.

3. Hydrometer calibrations.—The hydrometer may

be calibrated either in terms of specific gravity or degrees A. P. I. It shall be of glass of the conventional constaint mass and variable displacement type,

with a paper hand-written scale. The range may

be any suitable portion of the interval between 0° and 100° A. P. I. (1.0760 to 0.6112 sp. gr.) and it shall be so divided that 0.1° A. P. I. or 0.0005 of a

unit of specific gravity shall not be less than 1 mm

(0.039 inch) in width. The value of the smallest subdivisions shall be 0.1° A. P. I. when the instru- ment is calibrated in degrees A. P. I. or 0.0005 of a

unit of specific gravity when it is calibrated in the

specific gravity scale. The accuracy of calibra- tion of the h3'drometer shall be such that the error at any point of the scale shall not exceed the value

of one smallest scale division. Each fifth smallest subdivision on the scale shall be denoted by a longer

line. The graduations shall be numbered at each

multiple of 1° A. P. I. or at each multiple of 0.01 of a unit of specific gravity, in accordance with the type of calibration used. The paper scale, or an

extension thereof, of the hydrometer shall have

plainly printed on it the name of the manufacturer,

a serial number, and the definition of the scale. Note.—In the case of A. P. I. hydrometers the scale is denned by

the expression:

141 5 Degrees A. P.

gr 60>0o F

-131.5

In the case of specific gravity hydrometers the inscription "sp. gr. C0°/G0° F., petroleum," is sufficient to denote that the hydrometer is intended to determine specific gravities at 60° F. relative to water at 60° F. when the readings are taken at 60° F. The long axis of the hydrometer shall assume a

vertical position when the instrument is floating

freely in the sample. Any solid material, such as

shot, paper, etc., used in the weighting of the hydrometer shall be firmly secured in place by the use

of a suitable cement, the softening point of which

lies well above 195° F. When mercury is used for weighting, it shall be placed in a small bulb below

the main bulb of the hydrometer and completely

separated from the bulb by means of a glass partition.

4. (a) Separate thermometer.—No. 16. (See A. S. T. M. table of thermometers, 500.2, p. 2).

(b) Thermometer for thermohydrometer

.

—The ther- mometer incorporated in the thermohydrometer

type of instrument shall be of the paper-scale type

(scale to be placed in either the bulb of stem of the hydrometer) having a range of from 20° to 130° F. or 60° to 220° F., depending upon the range of the hydrometer. The paper scale shall be graduated

in 2° F. divisions accurate to ± 1° F. (note) and shall be printed in red ink to avoid any possibliity of its being confused with the black gravity scale. Note.—This approximates the limit of accuracy which it is possible to obtain in this type of thermometer. It becomes at once

obvious, therefore, in view of the following facts, that a high degree

of accuracy in the determination of the gravity of an oil can not be

expected when this type of t hermometer is used for the determination

of the temperature of the sample undergoing test. Between 10° and 11° A. P. I., 1° A. P. I. is equivalent to 0.0070 of a unit of specific gravity. Between 90° and 91° A. P. I., 1° A. P. I. is equivalent to only 0.0028 of a unit of specific gravity. In correcting the observed gravity of an oil of 10° A. P.I. for temperature, an error

of ±2° F. in the determination of the temperature of the oil will intro- duce maximum error of only 0.1° A. P. I. (0.0007 sp. gr.) in the gravity. In correcting the observed gravity of an oil of 90° A. P. I. for temperature, an error of 1° F. in the determination of the temperature of the

oil will introduce a maximum error of 0.3° A. P. I. (0.00084 sp. gr.) in the gravity. For convenience, the following table is given which

shows the errors at each tenth degree A. P. I. from 10° to 100° A. P. I. which may be introduced into a corrected gravity as the result of an

error of ±1° F, in the determination of the observed temperature:

Resultant maximum

Observed error in cor- gravity de- rected gravgrees A. P. I. ity, degrees A. P. I. per ±1° F.

10-11 0.1

20-21 .1 30-31 . 1 40-41 .1 50-51 .2

60-61 .2

70-71 .2

80-81 .2 90-91 .3 At 99 .3

5. Hydrometer cylinder.—The hydrometer cylinder

in which the sample for the gravity test is confined

shall be made of clear glass and shall be cylindrical

in shape. For convenience in pouring it may have

a hp on the rim. The inside diameter of the cylinder

shall be at least 2.54 cm (1.0 inch) greater than the

outside diameter of the hydrometer used in it. The

height of the cylinder shall be such that the length

of the column of sample it contains is greater by at

least 2.54 cm (1.0 inch) than the portion of the hydrometer which is immersed beneath the surface

of the sample after a state of equilibrium has been

reached. PROCEDURE

6. (a) The determination of the gravity of crude

petroleum or its products may be made at any

suitable temperature between 0° and 195° F. in accordance with the procedure described in section 7. The observed gravity at the observed temperature

shall be corrected to the gravity at 60° F. as described in section 8.

(6) The gravity of mixtures of petroleum products

with other substances shall be determined at a temperature of 60° F. in accordance with the procedure

described in section 7, since there are no nationally

recognized tables giving the coefficients of expansion

of such mixtures.

7. The sample to be tested for gravity shall be

poured into the clean hydrometer cylinder without

splashing, so as to avoid the formation of air bubbles

and to reduce to a minimum the evaporation of the lower boiling constituents of the lighter oils. If air bubbles are formed they shall be removed after they

33
502.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

have collected on the surface, by touching them with

a piece of clean blotting paper or filter paper before the hydrometer is placed in the sample. If the sample to be tested is easily volatile both the hydrometer and hydrometer cylinder shall be cooled

before use to a temperature below that of the sample.

The cylinder containing the prepared sample shall be placed in a vertical position in a place free from

air currents. The hydrometer shall be carefully

lowered into the sample to a level two smallest scale divisions below that at which it will float and shall then be released. When the hydrometer has come

to rest, floating freely away from the walls of the

cylinder, the gravity shall be read as the point at which the surface of the sample apparently cuts the hydrometer scale. In the case of samples suffi- ciently transparent this point shall be determined by

placing the eye slightly below the level of the liquid

and slowly raising it until the surface of the sample

first seen as a distorted ellipse seems to become a

straight line cutting the hydrometer scale. In the

case of nontransparent samples where this procedure can not be followed, the point on the hydrometer

scale to which the sample rises above the main sur- face of the liquid shall be read with the eye placed

slightly above the plane of the surface of the sample.

This reading shall then be corrected by subtracting

in the case of A. P. I. hydrometers or adding in the

case of specific-gravity hydrometers, an amount

equal to the height which the sample rises on the hydrometer stem above the main liquid surface. This height will vary for different oils and different hydrometers, and the amount of correction necessary

will depend upon the width of the hydrometer scale graduations. The necessary correction factor shall be determined, therefore, for the particular hydrometer in use by observing the height above the main

surface of the liquid to which the oil rises on the hydrometer scale when the hydrometer in question is immersed in a transparent oil having a surface tension similar to that of the sample under test. The temperature of the sample shall be determined

from the reading of the separate thermometer

placed in the sample or from that of the thermometer

contained in the hydrometer when the thermometerhydrometer type of instrument is used. (See note.) Note.—Precautions should, of course, be taken to prevent the temperature of the sample from changing appreciably during the time

necessary to complete the test. This may be done when testing nonviscous oils by choosing a temperature of test only slightly different from the room temperature. When testing viscous oils which must

bo heated before testing it will be necessary to surround the test cylinder with a bath maintained at a constant desired temperature

during the time of test. Although it is usually satisfactory to determine the temperature

of the sample immediately after reading the hydrometer, it is recom- mended that in all referee tests this temperature be determined both

before and after the hydrometer is read.

CALCULATION

8. In the case of crude petroleum and petroleum

products the, determinations made in section 7 are commonly referred to as "observed gravity and

observed temperature." These observations shall be corrected to the gravity at 60° F. by the use of Tables 1 and 3 of the "National Standard Petroleum

Oil Tables" as published in National Bureau of Standards Circular No. 154. Table 1 shall be employed if the observed gravity is in degrees A. P. I. and Table 3 if expressed as specific gravity.

Interpolations in Table 1 shall be made as follows: When the observed gravity ends in 1, 2, 3, 4, or 5 tenths of a degree A. P. I., find the degrees A. P. I. at 60° P. corresponding to the observed gravity,

disregarding the tenths of a degree. To this value add tenths of a degree dropped from the observed

gravity to obtain the corrected value of the gravity

in degrees A, P, I, at 60° F, When the observed

gravity ends in 6, 7, 8, or 9 tenths find the degrees

A. P. I. at 60° F. corresponding to the next larger value of observed gravity in the table. Correct

this figure by subtracting a number of tenths equal

to the difference between the observed value and the next larger value. ACCURACY

9. Duplicate determinations shall agree within 0. 1° A. P. I. or the equivalent thereof in units of specific

gravity at the particular gravity being determined

when the same hydrometer and thermometer are used in the tests. Separate laboratories using different hydrometers

and thermometers should obtain duplicate results agreeing within 0.5° A. P. I. or the equivalent thereof

in units of specific gravity at the particular gravity

being determined. APPENDIX The following table is primarily an abridgement

of Table 5 of the "National Standard Petroleum

Oil Tables" as published in the United States Bureau of Standards Circular No. 154, which contains similar data for each 0.1° A. P. I. from 10°

to 100° A. P. I., inclusive. The data for gravities

from 0° to 9° A. P. I., inclusive, have been added

in order to extend the use of the A. P. I. gravity scale to petroleum oils having a specific gravity slightly

greater than unity.

Table showing specific gravities, pounds per gallon, and

gallons per pound at 60° F., corresponding to degrees A. P. I.

Degrees A.P.I.

5... 6...

7...

15... 16—

17 —

18—

19—

20...

2122...

23...

24 —

Specific rravity

at 60°

/60° F.

Pounds

per

gallon

at 60°

F.i

Gallons per pound

at 60°

F.i

Degrees A. P. I.

Specific gravity

at 60°

/60° F.

Pounds

per

gallon

at 60°

F.i

Gallons per pound

at 60°

F.i

1. 0760 8. 962 0. 1116 35 0. 8498 7.076 0. 1413 1.0679 8. 895 .1124 36 .8448 7. 034 .1422

1. 0599 8. 828 .1133 37 .8398 6. 993 .1430

1. 0520 8. 782 .1141 38 .8348 6. 951 .1439

1.0443 8. 698 .1150 39 .8299 6.910 .1447

1. 0366 8. 634 .1158 40 .8251 6.870 .1456

1. 0291 8. 571 .1167 41 .8203 6.830 .1464

1.0217 8. 509 .1175 42 .8155 6. 790 .1473

1.0143 8. 448 .1184 43 .8109 6.752 .1481

1.0071 8. 388 .1192 44 .8063 6.713 .1490

1.0000 8. 328 .1201 45 .8017 6. 675 .1498

.9930 8.270 . 1209 46 .7972 6.637 . 1507

.9361 8. 212 . 1218 47. .7927 6.600 .1515

.9792 8. 155 .1226 48 .7883 6.563 .1524

.9725 8.099 .1235^ 49 .7839 6. 526 .1532

.9659 8.044 .1243 50 .7796 6. 490 .1541

.9593 7.989 .1252 51 .7753 6. 455 .1549

.9529 7. 935 .1260 52 .7711 6. 420 . 1558

.9465 7. 882 .1269 53 .7669 6. 385 .1566

.9402 7. 830 .1277 54 .7628 6. 350 .1575

.9340 7.778 .1286 55 .7587 6. 316 .1583

.9279 7. 727 .1294 56 .7547 6.283 .1592

.9218 7. 676 .1303 57 .7507 6.249 .1600

.9159 7. 627 .1311 58 .7467 6. 216 .1609

.9100 7.578 .1320 59 .7428 6. 184 .1617

.9042 7. 529 .1328 60 .7389 6. 151 .1626

.8984 7.481 .1337 61 .7351 6. 119 .1634

.8927 7. 434 .1345 62 .7313 6.087 .1643

.8871 7. 387 .1354 63 .7275 6.056 .1651

.8816 7.341 .1362 64 .7238 6.025 .1660

.8762 7.296 .1371 65 .7201 5. 994 .1668

.8708 7. 251 .1379 66 .7165 5.964 .1677

.8854 7.206 .1388 67 .7128 5.934 .1685

.8602 7. 163 . 1396 68 .7093 5. 904 .1694 .8550 7.119 .1405 69 .7057 5.874 . 1702

1 The data in this column are based upon apparent weights in air, the weight of 1 gallon of water at 60° F. in air being assumed to ba

8.32828 pounds. Consequently, a correction for the buoyancy of air

is required in computing these figures from the specific gravities in the second column.

34
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 502.1

Table showing specific gravities, pounds per gallon, and

gallons per pound at 60° F., corresponding to degrees A. P. I. —Continued

Degrees A.P.I.

70.

71. 72.

73. 74.

75.

76.

77. 78.

79.

80.

81.

82.

8.-:. 84.

Specific gravity

at 60°

/60° F.

0. 7022

.6988

.6953

.6919

.6852

.6819

.6787 .6754 .6722

.6659 .6628

.6597 .6566

Pounds

per

gallon

at 60°

F.i

6.845 5.817 5.788

5. 759

5.731

5. 703

5. 676 5.649

5. 622 5.595

5. 568 5.542

5. 516

5. 491

5. 465

Gallons

per pound

at 69°

F.>

0. 1711 ;1719 ;1728

.1736

.1745

.1753

.1762

.1770

.1779

.1787

.1796

.1804

.1813

.1821 .1830

Degree

A. P. I.

85.

86.

87.

88.

89.

90.

91.

92.

93.

94.

95.

96.

97.

98.

99.

100

Specific gravity

at 60° /60F

0. 6536

.6506

.6476 .6446

.6417

.6388 .6360

.6331 .6303

.6275

.6247 .6220

.6193

.6166 .6139

.6112

Pounds

per

gallon

at 60°

F.i

5.440

5. 415

5. 390

5. 365

5.341

5. 316

5. 293 5.269 5.246 5.222

5.199 5.176

5. 154

5. 131

5. 109

Gallons per pound

at 60°

F.i

0. 1838

1847

1855

1864 1872

1881 1889

1898

1906 1915

1924

1932 1940

1949

1957

. 1960

See footnote 1 on p. 34 502.1 CRUDE PETROLEUM

American Society for Testing Materials, tentative method of test for distillation of crude petroleum,

serial designation D285-29T; 1929.

1. This method is intended for determinirg the percentages and distillation range of the naphtha in any crude oil of the class commercially known as

refinable crudes. This method does not attempt

to specify what quality of product shall be defined

as naphtha nor can it be expected to duplicate the

results of commercial refining operations. It defines apparatus and procedure, leaving selection of numerical limits and interpretation of results to be agreed

upon by the interested parties. APPARATUS

2. Flask.—The distillation flask shall be a 300 cc Hempel distilling flask (fig. 14), the dimensions and

allowable tolerances being as follows:

Tolerances

Centi- meters

Inches Centi- meters Inches

Diameter of bulb, outside Diameter of neck, outside Length of neck

Distance, top of neck to center of vapor tube Length of vapor tube Diameter of vapor tube, outside..

10.2

2.9

25.4

6.4

17.2

.8

4.0

1. 125 10.0

2.5

6. 75 .3125

±0.2

±. 1 ±.4

±.3

±.5

±.1

±0.08 ±.04 ±.16

±.12 ±.20

±.04

The vapor tube shall be set at an angle of 75° with the neck of the flask, subject to a permissible

variation of ±5°.

3. Fractionating column.—The fractionating col- umn (see (a), fig. 12) shall be made of a length of No. 18 iron jack chain, enough to pack under its own weight into a column 2.54 cm (1 inch) in diameter and 17.51 cm (6}£ inches) in length. It may

conveniently be "strung" on a loop of wire so that

it hangs in loops about 2 feet in length, which makes

the chain more convenient to handle than when it is not looped together. The device used for supporting the column (see (6), fig. 14) shall be made of a

suitable length of wire, preferably, though not

necessarily of nickel-chromium, about No. 18 gage. One end shall be wound in a spiral a little less than

1 inch in diameter, and the remaining wire shall be

bent at right angles to the plane of the spiral and cut

off at a length of about 9><i inches. A small loop

shall be bent into the end away from the spiral and

put through a hole drilled in a strip of spring steel

(see (c), fig. 12) or other suitable material about

0.015 inch in thickness, % inch in width, and 3 inches

in length, bent around a cylinder 1 inch in diameter. When allowed to expand this spring strip should

hold firmly on the inside of the neck of the flask and

provide a secure support for the column of chain.

4. Thermometer.—The A. S. T. M. low-distillation thermometer, conforming to the requirements

T"1T

Figure 14.Dimensions of a 300 cc Hempel

flask

specified for thermometer No. 6, table of A. S. T.M.

thermometers (see 500.2, p. 2) shall be used.

5. Condenser.—The condenser shall consist of a

%6-inch (14.29 mm) OD No. 20 Stubbs gage seamless brass tube, 22 inches (55.88 cm) in length. It

shall be set at an angle of 75° from the perpendicular

and surrounded with a cooling bath 15 inches

(38.1 cm) in length, approximately^ inches (10.16

cm) in width, by 6 inches (15.24 cm)'in height. The

lower end of the condenser tube shall be cut off at an

acute angle, and curved downward for a length of 3 inches (7.62 cm) and slightly backward to insure contact with the wall of the graduate 1 to V/\ inches

(2.54 to 3.18 cm) below the top of the graduate when

it is in position to receive the distillate.

6. Shield and support.—The shield shall be of any

convenient type having a minimum horizontal dimension of 6 inches. The flask shall rest on a

board of one-fourth inch (0,64 cm) transite or hard

35
502.1 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

asbestos, in the center of which is cut a hole 3^ inches

(8.9 cm) in diameter. The board shall not be less than 6 inches (15.24 cm) in width and shall be

supported by an ordinary ring stand and ring.

7. Gas burner or electric heater.—(a) Gas burner.—

The burner shall be so constructed that sufficient heat can be obtained to distill the product at the uniform

rate specified below. The flame should never be so

large that it spreads over a circle of a diameter

-a

Figure 15.Fractionating column

and supporting device in a Hempel flask

greater than 5 inches (12.7 cm) on the undersurface

of the asbestos board. A sensitive regulating valve

is a necessary adjunct, as it gives complete control of heating.

(b) Electric heater.—The electric heater, which

may be used in place of the gas flame, shall be capable

of maintaining the distillation at the rate specified in section 9 (i). The electric heater shall be fitted with an asbestos board top one-eighth to one-fourth

inch (3.18 to 6.35 mm) in thickness having a hole 3% inches (8.9 cm) in diameter in the center. When

an electric heater is employed the portion of the

shield above the asbestos board shall be the same as with the gas burner, but the part below the board

may be omitted.

8. Measuring graduates and pipettes.—Filling

charges and distillation fractions shall be measured

with suitable accurate graduated cylinders or other volumetric glassware. A special 300-cc pipette,

(fig. 16), is a convenient device for measuring

charges, but an accurate graduate may be used if desired. The regular 100-cc graduate used in gasoline distillations as specified in section 7 of A. S. T. M. D86 (see 503.0, p. 44) is reasonably

satisfactory for measuring distillation fractions, but a graduate of similar dimensions that can be tightly

stoppered is preferable. One can be made by

cutting down a standard graduate to remove the

lip and then fire polishing.

PROCEDURE

9. (a) The condenser bath shall be filled with cracked ice and sodium chloride or calcium chloride

to form a freezing mixture that will cover the condenser tube and maintain a temperature between

0° and 10° F.

(6) The condenser tube shall be swabbed or cleaned inside to remove any liquid remaining

from a previous test.

(c) The specific gravity of the oil to be tested shall

first be determined in accordance with A. S. T. M.

D287-28T. (See 502.0, p. 32.)

(d) A 300 cc sample of the oil 13 shall be measured

into the Hempel flask by any suitable means. For

less viscous oils a pipette or graduate may be used.

If the oil is decidedly viscous a sample equivalent to 300 cc at 60° F. shall be weighed into the flask. None of the liquid shall be permitted to flow into the vapor tube. The weight in grams of the 300-cc sample shall then be calculated. (The weight in grams of 300 cc

of oil is equivalent to three hundred times its specific

gravity determined in accordance with paragraph

(c),)

(e) The supporting device for the fractionating

column (fig. 15) shall be put in place and the proper

quantity of iron chain dropped in carefully so that

it fills the space uniformly and without channels. Tapping the flask while the iron chain is being added

is helpful, but the column shall not be compressed

after all the chain is in place.

(J) The thermometer, provided with a cork, shall be fitted tightly into the flask, so that it will be in the middle of the neck and so that the lower end of the

capillary tube is about one-sixteenth inch below the

level of the inside of the bottom of the vapor tube at

its junction with the neck of the flask.

(g) The charged flask shall be placed in position on the hard asbestos board used with the gas burner

or the electric heater and connected to the condenser

with a carefully fitted cork through which the vapor

tube passes. The position of the flask shall be adjusted so that the vapor tube extends into the con- denser tube not less than 1 inch (2.54 cm) nor more

than 2 inches (5.08 cm).

0.5"(l.?7cm)>

300

cc. V

0mS"(0.8cm.)-'- in <j

Figure 16.Measuring pipette

(h) A clean, dry, graduated cylinder shall be

placed at the outlet of the condenser tube in such a

position that the condenser tube shall extend at

least 1 inch into the graduate. The graduate shall be immersed up to the level of about 1 inch below the top of the condenser tube in a transparent container

of water maintained at a temperature of from 32° to 40° F. (0° to 4.4° C). During the distillation the

'° In case water in the crude oil causes bumping the sample shall be dehydrated by some suitable method, without loss of naphtha,

before making the determination.

36
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 502.2

top of the graduate shall be covered closely with a

piece of blotting paper or its equivalent, cut to fit the condenser tube tightly.

(i) When everthing is in readiness, heat shall be

applied. The fractionating column causes some

little delay between the time when the liquid starts to boil and the time the vapor enters the condenser.

It is, therefore, permissible to apply heat vigorously

until the liquid begins to boil, then to slow down the

application of heat so that the distillate begins to come over at a moderate rate. For the first 5 to 10 cc

distilled the rate shall be from 2 to 3 cc per minute;

thereafter the rate of distillation shall be increased

to from 4 to 5 cc per minute.

(j) When the thermometer reads 16 the graduate shall be withdrawn from beneath the condenser and the distillation discontinued. The

graduate shall be tightly stoppered and allowed to stand until all sediment and moisture have settled out and until its contents have reached a temperature between 55° and 65° F. The total volume in the graduate shall then be read and recorded as D. The volume of water, if any, shall be read and

recorded as W.

The percentage of naphtha in the crude oil shall be calculated from the following formula: D—W Percentage of naphtha =

3qq_ ^X 100 The whole procedure shall be repeated enough

times to yield a total volume of distillate of not less than 100 cc. 10. Naphtha distillation.—The distillates shall be

poured together (taking care to avoid losses by

evaporation and rejecting the layers of water, if present) and shall be mixed throughly by shaking.

A distillation test of the combined distillates shall be

made in accordance with A. S. T. M. D86 (see 503.0,

p. 44), except that the initial boiling point shall be recorded and the volume of distillate collected in the

cylinder shall be observed and recorded to the

nearest 0.5 cc when the mercury of the thermometer

reaches 212° F. (100° C), 221°' F. (105° C), 284° F. (140° C), 392° F. (200° C.) and the end point. ACCURACY

11. Results of duplicate tests in the crude-oil

distillation should not differ from each other by more than 0.5 per cent. In the naphtha distillation duplicate lesults obtained for initial boiling point

and maximum temperature, respectively, shall not

differ from each other by more than 6° F. (3.33° C).

Duplicate readings of the volume of distillate col- lected in the cylinder when each of the prescribed

temperature points is reached should not differ by more than 2 cc. CORRECTIOH FOR BAROMETRIC PRESSURE

12. The actual barometric pressure shall be

ascertained and recorded, but no correction shall be made except in case of dispute, when the temperature points shall be corrected to 760 mm

(29.92 inches) by the use of the Sydney Young

equation, as follows:

For centigrade readings: C%=0.00012 (760-P) (273+< c ) For Fahrenheit readings: C7= 0.00012 (760-P) (460+M

in which Cc and C/ are, respectively, corrections to be added to the observed temperature t c or i/ and

P is the barometric pressure in millimeters of mercury. New York Produce Exchange, rules regulating the petroleum trade, 1920.

18 The temperature at which the distillation shall be stopped can

best be decided by mutual agreement between the parties concerned

in the evaluation of a given crude petroleum.

CRUDE PETROLEUM

Crude petroleum shall be understood to be pure

natural mineral oil, neither steamed nor treated,

free from water, sediment, or any adulteration. When crude petroleum is sold in bulk, the quantity

shall be ascertained by tank measurement, at the time of delivery.

Crude petroleum in bulk, barrels, and cases,

shall be sold per measured gallon at 60° F. It may,

however, be sold by weight if specially agreed upon

by seller and buyer. In the absence of any stipulation, crude petroleum, when sold in barrels, shall be understood to mean, so far as regards packages, such packages as were originally refined petroleum barrels, whose

last contents was crude petroleum, refined petroleum, or naphtha.

When contracts for crude petroleum call for second-hand refined petroleum barrels (that is, barrels whose last contents have been refined petroleum or naphtha) the seller shall have the privilege

of substituting new barrels, but they shall be glued.

The measuring and verification of crude petroleum shall be governed by the rules applicable

thereto under the head of refined petroleum. (See

502.2, p. 43.)

502.2 PETROLEUM PRODUCTS. (See also 503.)

' American Petroleum Institute, methods of testing

petroleum products.

(The above association, on February 12, 1929,

formally approved as standard 21 American Society

for Testing Materials methods of testing petroleum

products. The approved standards, with their

classifications and page numbers as placed within

this volume, follow.)

a. s. T. M

serial No.

D206-25 D128-27 D187-27

D219-27

D239-27 D189-28

D97-28..

D216-27

D86-27..

D56-21,.

D93-22..

D92-24-.

D158-28

D87-22,

D94-28_. D157-28

D129-27

D240-27. D88-26..

D95-28.

D96-28..

Title

Abridged volume correction table for petroleum oils. Analysis of grease Test for burning quality of kerosene oils. Test for burning quality of long time

burning oil for railway use. Test for burning quality of mineral seal

oil. Test for carbon residue in petroleum

products (Conradson carbon residue)

.

Test for cloud and pour points of petro- leum products. Test for distillation of natural-gas gasoline. Test for distillation of gasoline, naphtha, kerosene, and similar petroleum

products. Test for flash point of volatile flammable liquids. Test for flash point by means of the Pensky-Martens closed tester. Test for flash and fire points by means

of open cup. Testing gas oils (gravity, distillation, sulphur, carbon residue, pour point,

viscosity, water). Test for melting point of paraffin wax...

Test for saponification number

Test for steam emulsion of lubricating

oils. Test for sulphur in petroleum oils heavier than illuminating oil. Test for thermal value of fuel oil Test for viscosity of petroleum products and lubricants. Test for water in petroleum products and other bituminous materials. Test for water and sediment in petro- leum products by means of centrifuge

Commodity

classifi- cation No.

503.0 56

504.0 503.5

503.7

93

8589

503.6 87

504.0 100

502.2 40

503.3 72

503.0 44

503.0 43

503.0 49

504.0 90

503.0 54

504.54

504.0

504.0

11092

98

503.0 53

503.0

503.0

5847

502.2 38

502.2 39

Page

37
502.2 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Federal Specifications Board, specification No.

310, United States Government master specifica- tions for petroleum ether, July 6, 1925. GRADE

Petroleum ether shall be of one grade only as hereinafter described.GENERAL REQUIREMENTS

Petroleum ether shall be composed solely of petroleum distillates distilling between 30° and 80° C. DETAIL REQUIREMENTS

Failure to meet any of the following requirements

will be cause for rejection.

1. Color.—The color shall not be darker than No.

25 Saybolt. Federal Specifications Board specifica- tion No. 2d, test method No. 1. (See 503.0, p. 66, Bureau of Mines Technical Paper 323B.)

2. Sediment.—None.

3. Boiling point ranqe.—It shall distill completely

between 30° and 80° C. Not less than 90 per cent

of the petroleum ether taken for distillation shall be

collected from a condenser as directed.

4. Limit of residue.—The residue remaining from

the evaporation of 50 cc at the temperature of boil- ing water shall not exceed 0.0005 g.

5. Spot test. —Negative.

6. Acidity.—Negative.

7. Benzene hydrocarbons.—None. METHOD OF INSPECTION AND TEST

1. Sampling.—(a) A 500 cc sample shall be taken

from each drum or tank. If delivered in bottles, a

single bottle taken at random shall constitute a

sample.

2. Methods of testing.—(a) Distillation.—The dis- tillation shall be performed as directed in A. S. T. M.

D86. (See 503.0, p. 44.)

(b) Spot test.—Ten cubic centimeters evaporated

at room temperature from a piece of clean filter paper shall leave no greasy stain after 30 minutes,

and the odor of the residue shall not be disagreeable nor sulphureted.

(c) Acidity.—This test shall be made as directed

in Federal Specifications Board specification No. 2d,

test method No. 30. (See 503.0, p. 66.)

(d) Benzene hydrocarbons.—The test shall be made

according to the requirements of the United States Pharmacopoeia that is official at the time of examining the sample.ADDITIONAL INFORMATION

Basis of purchase.—The material will be purchased

by convenient units of volume.

American Society for Testing Materials, standard method of test for water in petroleum products and

other bituminous materials, serial designation

D95-28; 1928. Approved as American Standard by the American

Standards Association.

1. This method of test determines water existing

in a sample of bituminous material by distilling the sample with a violatile solvent. This method is suitable for a variety of materials, but is especially

applicable to petroleum, fuel oil, road oil, coal tar, water-gas tar, coke-oven tar, and other petroleum

products or bituminous materials. APPARATUS

2. The apparatus shall consist of a metal still or

glass flask, heated by suitable means and provided

with a reflux condenser discharging into a trap connected to the still or flask. The trap serves to collect and measure the condensed water and to return the

solvent to the still. The type of distilling apparatus used is not an

essential feature of this method, but glass has been

generally used for petroleum products and the metal

still for road materials and tars.

3. (a) The metal stiU (fig. 17 (a)) shall be a vertical cylindrical vessel, preferably of copper, having a

faced flange at the top to which the head is tightly attached by means of a clamp. The head shall be

of metal, preferably of brass or copper, and be pro- vided with a tubulation 1 inch inside diameter.

(b) The glass flask (fig. 17 (6)) shall be of the short

neck, round-bottom type, made of well-annealed

glass, having an approximate capacity of 500 cc.

4. The burner used with the metal still shall be a

ring gas burner 4 inches (100 mm) in inside diameter. With the glass flask, an ordinary gas burner or electric heater may be used as the source of heat.

5. The condenser shall be of the water-cooled,

reflux, glass-tube type, having a condenser jacket not less than 400 mm (15% inches) in length with an inner tube 9.5 to 12.7 mm (three-eighths to onehalf inch) in outside diameter. The end of the con- denser to be inserted in the trap shall be ground off at an angle of 60°.

6. The trap shall be made of well-annealed glass constructed in accordance with Figure 17 (c) and

shall be graduated as shown from to 10 cc in 0.1 cc

divisions. The error of any indicated capacity shall not be greater than 0.05 cc. The outside diameters should be preferably 2.5 to 3.5 mm (three thirty-seconds to one-eighth inch)

greater than the inside diameters specified.

7. (a) The solvent used when testing petroleum

products or bituminous materials derived from

petroleum shall be gasoline free from water and shall conform to the following distillation requirements,

determined in accordance with A. S. T. M. D86.

(See 503.0, p. 44.)

5 per cent shall distill at a temperature not below 194° F. (90° C.) nor above 212° F. (100° C.)

90 per cent shall distill below 410° F. (210° C.)

(b) The solvent used when testing bituminous

materials derived from coal tar, water-gas tar, etc., shall be a coal-tar naphtha or a light oil and shall conform to the following distillation requirements,

determined in accordance with A. S. T. M. D86:

98 per cent shall distill between 248° F. (120° C.) and 482° F. (250° C.) SAMPLE

8. The sample shall be thoroughly representative

of the material to be tested, and the portion of the sample used for the test shall be thoroughly representative of the sample itself. Deviation from this requirement shall not be permitted.

Note.—The difficulties in obtaining proper representative samples

for this determination are unusually great so that the importance of sampling can not be too strongly emphasized. PROCEDURE

9. When the sample to be tested contains less than 10 per cent of water, exactly 100 cc of the material to be tested shall be placed into the still or flask and thoroughly mixed with an equal volume of solvent by swirling, proper care being taken to avoid any loss of material. If the material is measured by volume, an accurate 100 cc graduated

cylinder shall be used and the contents transferred

to the still by rinsing with one 50 cc portion of solvent followed by two successive 25 cc portions of solvent, the cylinder being allowed to drain each

time. When the sample to be tested contains more than 10 per cent of water, the volume of material

38
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 502.2

used shall be decreased to that which will yield

somewhat less than 10 cc of water.

Note.—In special cases where the water content exceeds 10 per

cent and it is not desirable to reduce the size of the sample to that which will yield somewhat less than 10 cc of water, a distilling tube

receiver graduated from to 25 cc may be used. This tube shall be

graduated from to 2 cc in 0.1 cc, from 2 to 5 cc in 0.2 cc, and from 5 to

25 cc in 0.5 cc. The connections between the still or flask, trap, and condenser shall be made by means of tightfitting corks as shown in Figure 17 (a) and (i>). When the metal still is used, a heavy paper gasket

moistened with the solvent shall be inserted between

the lid and flange before attaching the clamp. A

loose cotton plug shall be inserted in the top of the

be the percentage of water and shall be reported

as " per cent water by volume, A. S. T. M.

method.

ACCURACY

11. The accuracy to be expected with this method

is that duplicate determinations of water should

not differ from each other by more than one division on the trap. American Society for Testing Materials, standard

method of test for water and sediment in petroleum

products, bv means of centrifuge, serial desig- nation D96^28; 1928. Approved by the American Standards Association,

._JSL.

p3.7"±0.2>\ (HOmm.i5.1mm.) (<-4-->|

(101.6 mm.)

A- 45 to 55mm. = t£"fo 2§

" 3 - (Inside Diameter) 14 » 16 mm. = .|" n ~

C- (/aside Diameter) 1 2 »/6mm.z= ±" „ D 150 „l70mm.=> 6 " 5|"

£_ 25 7> 38 mm. = / " » Ig" F- 100 » 108 mm. = 4 " » H-(Inside Diameter) 18 » I9mm.= }, |"

(*) Figtjhe 17. Metal still, glass flask and trap

condenser tube to prevent condensation of atmospheric moisture in the condenser tube. Heat shall then be applied and so regulated that

the condensed distillate falls from the end of the condenser at the rate of from two to five drops per

second. The ring burner used 'with the metal still should be placed about 3 inches above the bottom of the still at the beginning of the distillation and gradually lowered as the distillation proceeds.

The distillation shall be continued at the specified rate until no water is visible on any part of the apparatus except at the bottom of the trap. This

operation usually requires less than an hour. A

persistent ring of condensed water in the condenser

tube shall be removed by increasing the rate of

distillation for a few minutes.

10. The volume of condensed water measured in the trap at room temperature multiplied by 100 and divided by the volume of the sample used shall

1. This method may be used for crude mineral

oils and fuel oils. A centrifuge method for "water and sediment" is not entirely satisfactory because

the amount of water obtained is nearly always

lower than the actual water content. Nevertheless, on account of the wide use of the centrifuge

for this purpose, it is desirable that the method

of making the determination be standardized as

far as possible. It must be clearly understood

that the reading of the centrifuge tube includes both the sediment and the precipitated water. Accurate determination of water content, if desired, should be made in accordance with A. S. T. M.

D95 (given above).

2. The sample shall be thoroughly representative

of the material in question and the portion used

for the test shall be thoroughly representative of the sample itself. Deviation from this rule shall not be permitted. The difficulties in obtaining

100925°—30 4 39
502.2 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

proper representative samples for this determination are unusually great, hence the importance of sampling can not be too strongly emphasized. APPARATUS

3. The centrifuge shall be capable of whirling

at the required speed at least two 100 cc centri- fuge tubes filled with water. It shall be of sound

design and rugged construction so that it may

be operated without danger. The tube carriers

shall be so designed that the glass centrifuge tubes may be cushioned with water, rubber, or other

suitable material. The tube holders shall be sur- rounded during the operation by a suitable metal

shield or case strong enough to eliminate danger

if any breakage occurs. The preferred form of centrifuge shall have a diameter of swing (tip to tip of whirling tubes)

of 15 to 17 inches and a speed of at least 1,500

Figure 18.Centrifuge tubes

r. p. m. or the equivalent. If the available centri- fuge has a diameter of swing varying from these

limits, it shall be run at the proper speed to give the same centrifugal force at the tips of the tubes

as that obtained with the preferred form of centri- fuge. The proper speed shall be calculated from

the following formula in which d represents diameter

of swing (tip to tip of whirling tubes) of the centrifuge used:

R. p. m. =l,500y^p

4. The centrifuge tubes, A. S. T. M. type,

shall be made of suitable glass and thoroughly

annealed. The total capacity shall be about 125 cc and the mouth shall be suitably constricted for

closing with a cork. The graduations shall be

clear and distinct, reading upward from the bottom

of the tube, The value of the divisions for each

range shall not be greater than shown in the fol- lowing tabulation

:

Range Scale

divisions Limit of error Numbered

cc cc cc cc 0-3 0.1 0. 05 1, 2,3 3-5 . 5 .2 4,5

5-10 1.0 . 5 6, 8, 10 10-25 5.0 1.0 15, 20, 25 50-100 50.0 1.0 50,100

The shape is optional provided it does not conflict with the other requirements. Satisfactory

types are shown in Figure 18.

5. The water or oil bath shall be of sufficient depth for immersing the centrifuge tubes in a vertical position to the 100 cc mark. Means shall be provided for heating this bath to 120°F.

PROCEDURE

6. (a) Exactly 50 cc of 90 per cent benzol shall be

measured into each of two centrifuge tubes and

exactly 50 cc of the oil to be tested shall then be

added to each. The centrifuge tubes shall be

tightly stoppered and shall be shaken vigorously

until the contents are thoroughly mixed. The

temperature of the bath shall be maintained at 120° F. and the centrifuge tubes shall be immersed

therein to the 100 cc mark for 10 minutes.

(b) The two centrifuge tubes shall then be placed

in the centrifuge on opposite sides and shall be

whirled at a rate of 1,400 to 1,500 r. p. m. or the equivalent for 10 minutes. The combined volume

of water and sediment at the bottom of each tube

shall be read and recorded, estimating to 0.1 cc if necessary. The centrifuge tubes shall then be re- placed in the centrifuge, again whirled for 10 minutes and removed for reading the volume of water and sediment as before. This operation shall be

repeated until the combined volume of water and

sediment in each tube remains constant for three consecutive readings. In general, not more than

four whirlings will be required.

7. The combined total volume of water and sedi- ment shall be read on each tube, estimating to 0. 1 cc

if necessary. The sum of the two readings shall be

recorded as percentage of water and sediment, centrifuge method. ACCURACY

8. With care and proper attention to details, duplicate determinations of water and sediment by

this method should not differ by more than 0.2 cc provided the centrifuge tubes are accurate and

readable to this degree.

American Society for Testing Materials, standard

method of test for cloud and pour points of petroleum products, serial designation D97-28; 1928. Approved as Tentative American Standard by

the American Engineering Standards Committee, now the American Standards Association.

1. (a) The cloud point of a petroleum oil is that temperature at which paraffin wax or other solid substances begin to crystallize out or separate from

solution when the oil is chilled under certain definite specified conditions.

(6) The pour point of a petroleum oil is the lowest temperature at which this oil will pour or flow when

it is chilled without disturbance under certain

definite specified conditions.

2. (a) The test for cloud point shall be used only

for oils which are transparent in layers 1)4 inches

thick. 40
COAL, PETROLEUM, ASPHALT, AND MINERAL "WAX 502.2

(6) The test for pour point shall be used for all other petroleum oils and may be used for oils on which the test for cloud point is permitted. APPARATUS

(See fig. 19)

3. The test jar, a, shall be of clear glass, cylin- drical form, flat bottom, approximately _ l%e to inches in inside diameter and i}i to 5 inches high.

An ordinary 4-ounce oil sample bottle may be used

if it is within the above specifications and no test jar is available.

4. The thermometer, b, shall conform to the requirements of either thermometer No. 1 or No. 5. (See table of A. S. T. M. thermometers, 500.2, p. 2.)

5. The cork, c, shall fit the test jar, and shall be bored centrally to take the test thermometer.

6. The jacket, d, shall be of glass or metal, shall be water-tight, of cylindrical form, flat bottom,

about tyi inches deep, with inside diameter three- eighths to one-half inch greater than outside diameter of the test jar.

7. A disk of cork or felt, e, one-fourth inch thick and of the same diameter as the inside of the jacket

will be required.

8. The ring gasket, /, shall be about three- sixteenths inch thick and made to fit snugly around

the outside of the test jar and loosely inside the

jacket. This gasket may be made of cork, felt, or other suitable material, elastic enough to cling to the

test jar and hard enough to hold its shape. The

purpose of the ring gasket is to prevent the test jar

from touching the jacket.

9. The cooling bath, g, shall be of a type suitable

for obtaining the required temperatures. The size and shape of the bath are optional, but a support

suitable for holding the jacket firmly in a vertical position is essential. For determination of very low pour points, a smaUer insulated cooling bath may be used and the test jar placed directly in it. The

required bath temperatures may be maintained by

refrigeration if available, otherwise by suitable

freezing mixtures.

Note.—The freezing mixtures commonly used are as follows: For temperatures down to 50° F., ice and water. For temperatures down to 10° F., crushed ice and sodium chloride. For temperatures down to —15° F., crushed ice and calcium chlo- ride crystals. For temperatures down to —70° F., solid carbon dioxide and ace- tone or gasoline. The last-named mixture may be made as follows: In a covered metal beaker chill a suitable amount of acetone or gasoline to 10° F., or lower, by means of an ice-salt mixture. Invert a cylinder of liquid carbon dioxide and draw off carefully into a chamois skin bag the

desired amount of carbon dioxide, which through rapid evaporation

will quickly become solid. Then add to the chilled acetone or gasoline enough of the solid carbon dioxide to give the desired temperature. PROCEDURE

10. The oil to be tested shall be brought to a temperature at least 25° F. above the approximate cloud

point. Moisture, if present, shall be removed by

any suitable method, as by filtration through dry

filter paper until the oil is perfectly clear, but such

filtration shall be made at a temperature at least 25° F. above the approximate cloud point.

The clear oil shall be poured into the test jar, a, to a height of not less than 2 nor more than 2}i inches. The test jar may be marked to indicate the proper level. The test jar shall be tightly closed by the cork, c, carrying the test thermometer, b, in a vertical posi- tion in the center of the jar with the thermometer

bulb resting on the bottom of the jar. The disk, e, shall be placed in the bottom of the

jacket, d, and the test jar with the ring gasket, /, 1 inch above the bottom, shall be inserted into the

jacket. The disk, jacket and inside of jacket shall be clean and dry,

The temperature of the cooling bath, g, shall be

adjusted so that it is below the cloud point of the oil by not less than 15° nor more than 30° F. and this temperature shall be maintained throughout the

test. The jacket, containing the test jar, shall be

supported firmly in a vertical position in the cooling

bath so that not more than 1 inch of the jacket projects out of the cooling medium.

At each test thermometer reading which is a

multiple of 2° F., the test jar shall be removed from

the jacket quickly, but without disturbing the oil, inspected for cloud, and replaced in the jacket.

Figure 19.

Apparatus for cloud and pour test (as assembled for cloud test)

This complete operation shall require not more than

three seconds. When such inspection first reveals a distinct cloudiness or haze in the oil at the bottom of the test

jar, the reading of the test thermometer, corrected

for error if necessary, shall be recorded as the cloud

point.

11. The oil shall be poured into the test jar, a, to a height of not less than 2 nor more than 2}i inches. The jar may be marked to indicate the proper level. When necessary, the oil shall be heated in a water

bath just sufficiently for pouring into the test jar. The test jar shall be tightly closed by the cork, c, carrying the test thermometer, b, in a vertical posi- tion in the center of the jar with the thermometer

bulb immersed so that the beginning of the capillary

shall be one-eighth inch below the surface of the oil.

41
502.2 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Heat without stirring to a temperature of 115° F.

in a bath maintained at not higher than 118° F. The oil shall then be cooled to 90° F. in air or in a

water bath approximately 77° F. in temperature.

Oils with which the low cloud and pour test ther- mometer can be used from the beginning of the test

shall be cooled to 60° F. in any convenient manner

before the thermometer is placed in position.

The disk, e, shall be placed in the bottom of the

jacket, d, and the test jar, with the ring gasket, /, 1 inch above the bottom, shall be inserted into the

jacket. The disk, gasket, and inside of jacket shall be clean and dry. After the oil has cooled enough to allow the formation of paraffin wax crystals, great care shall be

taken not to disturb the mass of the oil nor to permit

the thermometer to shift in the oil. Any disturb- ance of the spongy network of wax crystals will lead to low and fictitious results. The temperature of the cooling bath, g, shall be

adjusted so that it is below the pour point of the oil by not less than 15° nor more than 30° F., and this temperature shall be maintained throughout the

test. The jacket, containing the test jar, shall be

supported firmly in a vertical position in the cooling

bath so that not more than 1 inch of the jacket projects out of the cooling medium.

Beginning at a temperature 20° F. before the expected pour point, at each test thermometer

reading which is a multiple of 5° F., the test jar

shall be removed from the jacket carefully and shall be tilted just sufficiently to ascertain whether there

is a movement of the oil in the test jar. The complete operation of removal and replacement shall require not more than three seconds. As soon as the

oil in the test jar does not flow when the jar is tilted, the test jar shall be held in a horizontal position for exactly five seconds, as noted by a stop watch or other accurate timing device and observed carefully.

If the oil shows any movement under these conditions, the test jar shall be immediately replaced in the jacket and the same procedure repeated at the next temperature reading 5° F. lower. The test shall be continued in this manner until a

point is reached at which the oil in the test jar shows

no movement when the test jar is held in a hori- zontal position for exactly five seconds. Certain

lubricating oils tend to move as a whole and should

be very closely observed. The reading of the test thermometer at this temperature, corrected for error if necessary, shall be recorded. The pour

point shall be taken as the temperature 5° F. above

this solid point.

SPECIAL PROCEDURE FOR BLACK OILS AND CYLINDER

STOCKS

12. (a) In those cases where it is known that a sample has been subjected to some temperature

higher than 115° F. during the preceding 24 hours,

or where the history of the sample in this respect is not known, the sample shall be held in the labora- tory 24 hours before testing, unless three consecutive tests of the same sample in the same test jar

check results. For these particular oils this shall be called the upper (maximum) pour point.

(6) The lower (minimum) pour point shall be

determined by heating a sample with stirring to 220° F. The oil shall then be poured in the test

jar, cooled to 90° F. as before, and the pour point

determined as described in section 11.

(c) The upper and lower pour points shall be

reported separately.

American Society for Testing Materials, proposed

tentative method of test for the determination of autogenous ignition temperatures, serial designation D286-28T; 1928.

APPARATUS

1. Scope.—This method is applicable to liquid and

semiliquid petroleum products.

2. (a) Solder bath.—The solder bath shall consist of a round-bottomed iron pot about 4% inches in diameter and 3)4 inches in height, and filled with

alloy to within about 1 inch of the top. Note.—The alloy should have a melting point below the ignition temperature of the product being tested. For products with rela- tively low ignition temperature, an alloy of lead, tin, and cadmium

is advisable; for medium temperature, a 50 per cent tin-lead alloy;

for high temperatures, lead.

(6) Conical flask.—The flask shall be of Pyrex

glass in conical form with flat bottom, and shall be

about 4}i inches (11.4 cm) in height, 2% inches

(6.0 cm) in diameter at the bottom and l}i inch

(2.85 cm) in diameter at the top. The capacity for these dimensions is about 160 cc, and the ratio of surface area to volume is about 1.1.

(c) Gas burner.—The gas burner for heating the bath may be of any ordinary form and shall be large

enough to be capable of heating the bath to the

desired temperature.

(d) Thermocouple or thermometer.—The temperature-measuring device shall be a calibrated ther- mocouple with a quartz protecting tube. A cali- brated, high-temperature, nitrogen-filled thermometer may be substituted for the thermocouple, in which case appropriate corrections shall be applied.

(e) Pipette.—The pipette shall be of small capacity

readily adaptable to the delivery of drops.

PROCEDURE

3. The alloy in the solder bath shall be melted and

the flask partially submerged in the molten alloy to a depth equal to two-thirds its height. It should be centered in the bath, and shaU not touch the

walls of the iron pot at any point. The thermocouple (or thermometer) shall be placed and held

firmly by suitable clips in the solder bath in such

a position that its end shall be about one-fourth

inch from the bottom of the bath and one-fourth

inch from the side of the flask. The temperature

of the bath shall be brought to and held at a temperature near the probable ignition temperature of the sample under test. Various amounts of the sample (1, 2, 3, 4, etc., drops from the pipette)

shall be added successively to the flask, at least one minute being allowed to elapse after each addition and the gases and vapors completely displaced

after each addition of the sample by the aid of a

slow stream of air or a hand bulb with a bent (right

angle) delivery tube. If ignition takes place when

one of the charges is added, the temperature should be lowered about 5° C. and the process repeated,

starting with the number of drops that ignited in the first instance, and using other volumes if necessary. The operator should proceed, in general, in

this manner, raising or lowering the temperature by

approximately 5° C. intervals, according as ignition does not or does not take place, holding each temperature approximately constant during all trials at that temperature, until an indicated temperature

is found at which ignition invariably takes place,

but at 5° C. below which ignition fails to take place.

The minimum indicated ignition temperature may

then be determined by repeated trials between the

indicated temperature and a temperature 5° C. less. Results should be duplicable to within ±2° C. of the indicated temperature. It is advisable in some

of the various trials, especially where the large numbers of drops of the sample are added, to introduce a little additional air into the flask by means of the rubber bulb and bent delivery tube,

42
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 503.0

KEFIHED PETROLEUM New York Produce Exchange, rules regulating the petroleum trade, 1920. Refined petroleum shall be of good quality, having

a burning test of 110°F. or upward, and of a gravity not below 40° Baume at 60°F. The burning test of refined petroleum shall be determined by the use of the Saybolt electric instrument, or other instrument in general use as agreed upon by buyer and seller, and shall be operated in arriving at a result as follows: In 110° and upward, the flashing points, after the

first flash (which will generally occur between 90° and 95°) shall be taken at 95°, 100°, 104°, 108°,

110°, 112°, and 115°. In 120° and upward, after first flash, at 100°, 105°,

110°, 115°, 118°, 120°, 122°, and 125°. In 130° and upward, every 5° until burning point

is reached. The gravity of refined petroleum shall be deter- mined as per the " Tagliabue" Manual for Inspectors

of Petroleum as adopted by the United States Petroleum Association and now in use generally by

the petroleum trade. When refined petroleum is sold in bulk, the quantity shall be ascertained by tank measurement at the time of delivery.

Refined petroleum in barrels shall be delivered in blue, well-painted barrels, with white heads.

Barrels shall be well glued and filled within 1 or 2

inches of the bung.

Refined petroleum in bulk, barrels, and cases

shall be sold per measured gallon at 60° F. It may,

however, be sold by weight if specially agreed upon

by seller and buyer.

Barrels shall be made of well-seasoned timber,

and shall be hooped not lighter than as follows: Either with six steel or iron hoops, the head hoop

1% inches wide, No. 17 gage U. S. Standard, the quarter hoop 1% inches wide, No. 18 gage, and the

bilge hoop 1% inches wide, No. 17 gage; or with 8

steel or iron hoops, the head hoop 1% inches wide, No. 17 gage, the collar hoop V/z inches wide No. 18

gage, the quarter hoop V/i inches wide No. 18 gage, and the bilge hoop 1% inches wide No. 17 gage. The actual gross weight or gage shall be plainly

marked on the barrel. Buyers may check, at their own expense, the correctness of the gross weight or gage of the whole or part of any lot delivered, and

the average shortage found on a portion of not less than 10 per cent shall be taken as the average amount

to be deducted from the lot. The tare shall be plainly marked upon each barrel before it is filled. Buyers may check the accuracy of the tare so marked to the extent of 5 per cent of the

lot, and the average difference between the tare thus ascertained and the marked tare on the barrels tested shall be accepted as the average difference on

the entire lot. Any excess of tare so discovered shall be allowed the buyer.

Naphtha and/or gasoline shall be of good

merchantable quality and water white in color. When naphtha and/or gasoline is sold in bulk, the quantity shall be ascertained by tank measurement

at the time of delivery.

503. FUEL AND ILLUMINATING OILS

503.0 GENERAL ITEMS.

American Society for Testing Materials, standard

method of test for flash point of volatile flammable

liquids, serial designation D56—21; 1921. Approved as Tentative American Standard by

the American Engineering Standards Committee now the American Standards Association.

1. (a) The Tag closed tester shall be used for all volatile flammable liquids flashing below 175° F.

with the exception of products classed as fuel oil. Determination of the flash point of fuel oil by the Tag tester is permissible, but the Pensky Martens

tester, as described in A. S. T. M. D93 (see 503.0,

p. 49), is to be preferred.

(6) The Tag closed tester shall conform to the

following dimensions within the limits of tolerances given

:

Dimension Normal Tolerance

Depth of water surface below top

of cup (inches). Depth of oil surface below top of cup (inches). Depth of top of bulb of oil ther- mometer when in place below

top of cup, (inches). Inside diameter of oil cup at top

(inch). Weight of oil cup (grams) Diameter of bead on top of cover 1 (inches).

1^2 (27. 8 mm)

.

1^2 (29.4 mm).

Wis (33.3 mm).

2\i (54.0 mm)..

68%2 (4. mm)..

±Ht (0.4 mm).

±H4 (0.4 mm).

±5^2 (0.8 mm).

±0.005 (0.1 mm)

±1. i^j (0. 4 mm).

i The plane of underside of cover to be between the top and bottom

of the burner tip when the latter is fully depressed.

(c) The thermometer shall conform to the require- ments of thermometer No. 14. (See A. S. T. M.

table of thermometers, 500.2, p. 2.)

2. (a) If gas is available, connect a J^-inch rubber

tube to the corrugated gas connection on the oil cup cover. Tf no gas is available, unscrew the test flame burner tip from the oil chamber on the cover and insert a wick of cotton cord in the burner tip

and replace it. Put a small quantity of cotton waste in the oil chamber, and insert a small quantity of signal, sperm, or lard oil in the chamber,

light the wick and adjust the flame, so that it is exactly the size of the small white bead mounted

on the top of the tester.

(b) The test shall be performed in a dim light so as

to see the flash plainly.

(c) Surround the tester on three sides with an

inclosure to keep away draughts. A shield about 18 inches square and 2 feet high, open in front,

is satisfactory, but any safe precaution against all possible room

draughts is acceptable. Tests made in a laboratory hood or near

ventilators will give unreliable results. (d) See that the tester sets firm and level.

(e) For accuracy, the flash-point thermometers

which are especially designed for the instrument

should be used, as the position of the bulb of the thermometer in the oil cup is essential.

3. Put the water-bath thermometer in place and

place a receptacle under the overflow spout to catch the overflow. Fill the water bath with water

at such a temperature that, when testing is started, the temperature of the water bath will be at least 20° F. (11° C.) below the probable flash point of the oil to be tested.

4. Put the oil cup in place in the water bath. Measure 50 cc of the oil to be tested in a pipette or a graduate, and place in the oil cup. The temperature of the oil shall be at least 20° F. (11° C.) below its probable flash point when testing is started. Destroy any bubbles on the surface of the oil. Put on the cover, with flash-point thermometer in place and gas tube attached. Light the pilot light on the cover and adjust the flame to the size of the

small white bead on the cover.

5. Light and place the heating lamp, filled with

alcohol, in the base of the tester and see that it is centrally located. Adjust the flame of the alcohol lamp so that the temperature of the oil in the cup

rises at the rate of about 1.8° F. (1° C.) per minute, not faster than 2° F. (1.1° C.) nor slower than 1.6° F.

(0.9° C.) per minute.

6. (a) Record the barometric pressure which, in the absence of a laboratory instrument, may be

obtained from the nearest Weather Bureau station.

43
503.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

(b) Record the temperature of the oil sample at

start.

(c) When the temperature of the oil reaches 9° F.

(5° C.) below the probable flash point of the oil, turn the knob on the cover so as to introduce the

test flame into the cup, and turn it promptly back

again. Do not let it snap back. The time con- sumed in turning the knob down and back should be about one full second, or the time required to pro- nounce distinctly the words " one-thousand-andone."

(d) Record the time of making the first intro- duction of the test flame.

(e) Record the temperature of the oil sample at the time of first test.

(J) Repeat the application of the test flame at every 1° F (0.5° C.) rise in temperature of the oil until there is a flash of the oil within the cup,

Figure 20.

Engler flask Do not be misled by an enlargement of the test flame or halo around

it when entered into the cup, or by slight flickering of the flame; the

true flash consumes the gas m the top of the cup and causes a very

slight explosion.

(g) Record the time at which the flash point is reached.

(h) Record the flash point.

(J) If the rise in temperature of the oil, from the "time of making the first introduction of the test flame" to the "time at which the flash point is reached" was faster than 2° F. (1.1° C.) or slower than 1.6° F. (0.9° C.) per minute, the test should be

questioned, and the alcohol heating lamp adjusted

so as to correct the rate of heating. It will be found

that the wick of this lamp can be so accurately

adjusted as to give a uniform rate of rise in temperature within the above limits and remain so.

7. (a) It is not necessary to turn off the test flame with the small regulating valve on the cover; leave

it adjusted to give the proper size of flame.

(6) Having completed the preliminary test, remove the heating lamp, lift up the oil cup cover, and wipe off the thermometer bulb. Lift out the

oil cup, and empty and carefully wipe it. Throw

away all oil samples after once used in making a test.

(c) Pour cold water into the water bath, allowing

it to overflow into a receptacle, until the temperature

of the water in the bath is lowered to 15° F. (8° C.) below the flash point of the oil, as shown by the

previous test. With cold water of nearly constant temperature, it will be found

that a uniform amount will be required to reduce the temperature

of the water bath to the required point.

(d) Place the oil cup back in the bath and measure

into it a 50-cc charge of fresh oil. Destroy any

bubbles on the surface of the oil, put on the cover with its thermometer, put in the heating lamp,

record the temperature of the oil, and proceed to repeat the test as described above in sections 4 to 6, inclusive. Introduce the test flame for first time at a temperature of 10° F. (5.5° C.) below the flash point

obtained on the previous test.

8. If two or more determinations agree within

1° F. (0.5° C), the average of these results, corrected

for barometric pressure, shall be considered the flash point. If two determinations do not check within

1° F. (0.5° C), a third determination shall be made,

and, if the maximum variation of the three tests is not greater than 2° F. (1° C), their average, after correcting for barometric pressure, shall be considered the flash point.

9. Correction for barometric pressure shall only

be made in cases of dispute or when the barometer

reading varies more than one-half inch (13 mm)

from the standard pressure of 29.92 inches (760. mm). When the barometer reading is below this standard pressure, add to the thermometer reading

1.6° F. (0.9° C.) for each inch (25 mm) of barometer

difference to obtain the true flash point. When the barometer reading is above the standard pressure, deduct 1.6° F. (0.9° C.) for each inch (25 mm) of barometer difference to obtain the true flash point.

American Society for Testing Materials, standard

method of test for distillation of gasoline, naphtha,

kerosene, and similar petroleum products, serial designation D86-27, 1927. Approved as American Standard by the American Engineering Standards Committee, now the

American Standards Association. APPARATUS

1. Flask The standard 100-cc Engler flask is shown in Figure 20, the dimensions and allowable tolerance being as follows:

Centi- meters

Inches Toler- ances

cm

Diameter of bulb, outside 6.5 2.56 0.2 Diameter of neck, inside 1.6 .63 .1 Length of neck 15.0 5. 91 .4 Length of vapor tube _ 10.0 3.94 .3 Diameter of vapor tube, outside .6 .24 .05 Diameter of vapor tube, inside .4 .16 .05 Thickness of vapor tube wall .1 .04 .05

The position of the vapor tube shall be 9 cm

(3.55 inches) ±3 mm above the surface of the liquid

when the flask contains its charge of 100 cc. The

tube is approximately in the middle of the neck and

set at an angle of 75° (tolerance ±3°) with the

vertical.

2. Condenser The condenser (fig. 21) consists of a nine-six- teenths-inch (14.29 mm) OD No. 20 Stubbs gage

44
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 503.0

seamless brass tube, 22 inches (55.88 cm) long.

It is set at an angle of 75° from the perpendicular

and is surrounded with a cooling bath 15 inches long (38.1 cm), approximately 4 inches (10.16 cm)

wide by 6 inches (15.24 cm) high. The lower end

of the condenser tube is cut off at an acute angle,

and curved downward for a length of 3 inches

(7.62 cm) and slightly backward so as to insure contact with the wall of the graduate at a point 1 to 1% inches (2.54 to 3.8 cm) below the top of the graduate when it is in position to receive the distillate.

3. Shield The shield (fig. 21) is made of approximately 22- gage sheet metal and is 19 inches (48.26 cm) high, 11 inches (27.94 cm) long and 8 inches (20.32 cm)

wide, with a door on one narrow side, with two

openings, 1 inch (2.54 cm) in diameter, equally

spaced, in each of the two narrow sides, and with a

slot cut in one side for the vapor tube. The centers

of these four openings are 8}<> inches (21.59 cm)

below the top of the shield. There are also three

l}^-inch (3.175 cm) opening in the first asbestos board.

5. Gas Burner or Electric Heater

(a) Gas burner.—The burner is so constructed

that sufficient heat can be obtained to distill the product at the uniform rate specified below. The

flame should never be so large that it spreads over

a circle of diameter greater than 3M> inches (8.89 cm)

on the under surface of the asbestos board. A

sensitive regulating valve is a necessary adjunct, as

it gives complete control of heating.

(6) Electric heater.—The electric heater, which

may be used in place of the gas flame, shall be capable of bringing over the first drop within the time

specified below when started cold, and of continuing

the distillation at the uniform rate. The electric heater shall be fitted with an asbestos board top

one-eighth to one-fourth inch (3.175 to 6.35 mm)

thick, having a hole l}i inches (3.175 cm) in diameter

in the center. When an electric heater is employed,

the portion of the shield above the asbestos board

1

I

W- 4 Diameter* metei ft 1

ii Acumen

*| burner

\ \ ^"piameter

15 -A

i Ice Water Bath — s"Oulstdt Diameter

~" tio. 20 Gage Seamless

\fc "* — — H

"~ — Brass Tubing

\ t

^Blotting Paper

Figure 21.Distillation assembly

one-half-inch (1.27 cm) holes in each of the four sides with their centers 1 inch (2.54 cm) above the base

of the shield.

4. Ring Support and Hard Asbestos Boards The ring support is of the ordinary laboratory

type, 4 inches (10.16 cm) or larger in diameter, and

is supported on a stand inside the shield. There

are two hard asbestos boards: One 6 by 6 by one- fourth inch (15.24 by 15.24 by 6.35 mm) with a hole

V/\ inches (3.175 cm) 17 in diameter in its center, the

sides of which shall be perpendicular to the surface; the other, an asbestos board to fit tightly inside the

shield, with an opening 4 inches (10.16 cm) in diameter concentric with the ring support. These

are arranged as follows: The second asbestos board

is placed on the ring and the first or smaller asbestos board on top so that it may be moved in accordance

with the directions for placing the distilling flask. Direct heat is applied to the flask only through the

" When distilling petroleum products having an end point above

470° F. (243.34°C.) the hole in the asbestos board shall be 1H inches

(3.81 cm) in diameter.

shall be the same as with the gas burner, but the

part below the board may be omitted.

6. Thermometers

Nos. 2 and 6. (See A. S. T. M. table of thermometers, 500.2, p. 2.)

7. Graduate The graduate shall be of the cylindrical type, of uniform diameter, with a pressed or molded base

and a lipped top. The cylinder shall be graduated

to contain 100 cc, and the graduated portion shall be not less than 7 inches (17.78 cm) nor more than

8 inches (20.32 cm) long. It shall be graduated in

single cubic centimeters, and each fifth mark shall be distinguished by a longer line. It shall be numbered from the bottom up at intervals of 10 cc. The over-all height of the graduate shall be

not less than 9% inches (24.8 cm), nor more

than lOYi inches (26.0 cm). The graduations shall not be in error by more than 1 cc at any point on

the scale.

45
503.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

PROCEDURE

8. (a) The condenser bath shall be filled with

cracked ice, 18 and enough water added to cover the condenser tube. The temperature shall be maintained between 32° and 40° F. (0° and 4.45° C.).

(b) The condenser tube shall be swabbed to remove any liquid remaining from the previous test. A piece of soft cloth attached to a cord or copper

wire may be used for this purpose.

(c) One hundred cubic centimeters of the product

shall be measured in the 100 cc graduated cylinder

at 55° to 65° F. (12.78° to 18.33° C.) and trans- ferred directly to the Engler flask. None of the

liquid shall be permitted to flow into the vapor

tube.

(d) The thermometer 19 provided with a cork

shall be fitted tightly into the flask so that it will be in the middle of the neck and so that the lower end of the capillary tube is on a level with the inside

of the bottom of the vapor outlet tube at its junction with the neck of the flask. The thermometer

shall be approximately at room temperature when

placed in the flask.

(e) The charged flask shall be placed in the 154- inch (3.175 cm) opening in the 6 by 6 inch (15.24

by 15.24 cm) asbestos board with the vapor outlet tube inserted into the ^condenser tube. A tight

connection may be made by means of a cork through

which the vapor tube passes. The position of the

flask shall be so adjusted that the vapor tube ex- tends into the condenser tube not less than 1 inch

(2.54 cm) nor more than 2 inches (5.08 cm).

(/) The graduated cylinder used in measuring the charge shall be placed, without drying, at the outlet

of the condenser tube in such a position that the condenser tube shall extend into the graduate at

least 1 inch (2.54 cm) but not below the 100-cc mark. Unless the temperature is between 55° and

65° F. (12.78° and 18.33° C.) the receiving graduate

shall be immersed up to the 100-cc mark in a trans- parent bath maintained between these temperatures.

The top of the graduate shall be covered closely

during the distillation with a piece of blotting paper

or its equivalent, cut so as to fit the condenser tube

tightly.

9. When everything is in readiness, heat shall be

applied at a uniform rate, so regulated that the

first drop of condensate falls from the condenser

in not less than 5 nor more than 10 minutes. The

distillation thermometer shall be read two minutes

after heat is applied and the indication recorded as the "correction temperature." This figure is of significance only in cases when there is a question

as to the accuracy 20 of the initial boiling point,

18 Any other convenient cooling medium may be used.

19 For products having an initial boiling point of 212° F. (100° C.) or

higher, the high-distillation thermometer shall be used; for all other

products, the low-distillation thermometer shall be used. (See

500.2, p. 2.)

*> The initial boiling point is one of the observations which it is customary to report as indicative of the quality of gasoline. It

is a point which is very difficult to check, especially when duplicate

tests are made at different room temperatures, and it has not been found practical to devise an accurate method of correcting for this unavoidable variation in operating conditions. The practical sig- nificance of initial boiling point is not regarded as sufficient to warrant requiring that tests be conducted under regulated conditions

of room temperature. The following directions are included as an

expedient intended to obviate some of the difficulties that develop on account of the practice of including initial boiling point limits in specifications for the purchase and sale of gasoline:

If the "correction temperature" is below 70° F. (21° C.) or above

80° F (27° C), the observed initial boiling point, if it is below 150° F.

(66° C), may be considered incorrect by an amount not less than

one-third the difference between the "correction temperature" and

75° F. (24° C). In case there is a dispute between buyer and seller, the observed initial boiling point figures obtained by all parties shall be revised according to the following formula;

as subsequently determined. When the first drop

falls from the end of the condenser the reading of the distillation thermometer shall be recorded as the initial boiling point. The receiving cylinder

shall then be moved so that the end of the condenser tube shall touch the side of the cylinder. The heat

shall then be so regulated that the distillation will proceed at a uniform rate of not less than 4 nor more

than 5 cc per minute. The volume of distillate collected in the cylinder shall be observed and re- corded, to the nearest 0.5 cc, when the mercury of the thermometer reaches each point that is an even

multiple of 25° C. or the Fahrenheit equivalent of

this point (50°, 75°, 100°, 125° C, etc., or 122°,

167°, 212°, 257° F., etc.). If preferred, the reading

of the distillation thermometer may be observed and

recorded when the level of the distillate reaches each

10-cc mark on the graduate. In case a product is being tested to ascertain whether or not it conforms

with a given specification, all necessary observations

shall be made and recorded, whether or not they

are included in the series ordinarily employed by

the laboratory making the test. When the liquid residue in the distillation flask is approximately 5 cc the heat may be increased because of the presence of heavy ends which have

relatively high boiling points. However, no further

increase of heat shall be applied after this adjust- ment. The 4 to 5 cc rate can rarely be maintained

from this point to the end of the distillation, but in no case shall the period between the point when

approximately 5 cc of liquid remains in the flask and the end point be more than five minutes.

The heating shall be continued until the mercury

reaches a maximum and starts to fall consistently.

The highest temperature observed on the distilla- tion thermometer shall be recorded as the maximum

temperature or end point. Usually this point will be reached after the bottom of the flask has become

dry.

The total volume of the distillate collected in the

receiving graduate shall be recorded as the recovery. The cooled residue shall be poured from the flask into a small cylinder graduated in 0.1 cc, measured

when cool and the volume recorded as residue. The difference between 100 cc and the sum of the recovery and the residue shall be calculated and

recorded as distillation loss. ACCURACY

10. With proper care and attention to detail, duplicate results obtained for initial boiling point

and maximum temperature, respectively, should not

differ from each other by more than 6° F. (3.33° C).

Duplicate readings of the volume of distiUate col- lected in the cylinder when each of the prescribed

temperature points is reached should not differ from each other by more than 2 cc. In case obser- vations are made on the basis of prescribed per- centage points, the differences in temperature

readings should not exceed the amounts equivalent

to 2 cc of distillate at each point in question. CORRECTION FOR BAROMETRIC PRESSURE

11. The actual barometric pressure shall be

ascertained and recorded, but no correction shall be

Revised ini-1 [observed ini-| correction temperature (° F.)-75

tial boiling>=-! tial boilingf— 5 point ) [ point ) If all of the revised figures fall within the specification limit the gasoline in question shall be considered as passing; otherwise arrange- ments shall, if possible, be made to conduct a distillation test with

the room temperature maintained between the limits of 70° and 80° F.

(21° and 27° C), inclusive,

46
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 503.0

made except in case of dispute. In such cases the temperature points shall be corrected to 760 mm

(29.92 inches) by the use of the S37 dney Young

equation, as follows:

For centigrade readings: Cc =0.00012 (760-P) (273+Ir) For Fahrenheit readings:

Cri-0.00012 (760-P) (460+2/) in which Cc and C/ are, respectively, corrections to be added to the observed temperature t c or if, and

Overflow f Rim— I

f Minimum | Level of ft Liquid in Both

'Gallery io be Drained

before Starting Flow

Cork toStort Flow Figure 22.

Sectional view of standard oil tube P is the actual barometric pressure in millimeters

of mercury. The following table is a convenient approximation of the corrections as calculated by the above equation:

Temperature range

Correction 1 per

10 mm (differ- ence in pres- sure)

°C. "F. °C.

10- 30 50- 86 0.35 0.63 30- 50 86-122 .38 .68

50- 70 122-158 .40 .72 70- 90 158-194 .42 .76 90-110 194-230 .45 .81 110-130 230-266 .47 .85 130-150 266-302 .50 .89

150-170 302-338 .52 .94

170-190 338-374 .54 .98 190-210 374-410 .67 1.02 210-230 410-446 .59 1.06 230-250 446-482 .62 L 11 250-270 482-518 .64 1. 15 270-290 518-554 .66 1. 19 290-310 554-590 .69 1.24 310-330 590-626 .71 1.28 330-350 626-662 .74 1. 32 350-370 662-698 .76 1.37 370-390 698-734 .78 1. 41 390-410 734-770 .81 1.45

1 To be added in case barometric pressure is below 760 mm; to be

subtracted in case barometric pressure is above 760 mm.

American Society for Testing Materials, standard

methods of test for viscosity of petroleum products

and lubricants, serial designation D88-26; 1926,

Approved as American Standard by the American

Engineering Standards Committee, now the American Standards Association.

1. (a) Viscosity shall be determined by means of the Saybolt universal or Saybolt Furol, viscosi- meter.

(£>) In general, the Saybolt universal viscosimeter

shall be used for lubricants and the Saybolt Furol

viscosimeter for fuel oils and other oils of similar

viscosity.

Dimensions of oil tubes

Dimension

Saybolt universal viscosimeter Saybolt Furol

viscosimeter

Min- Nor- Max- Min- Nor- Max- imum mal imum imum mal imum

Inside diameter of outlet cm cm cm cm cm cm

tube_ 0.175 0. 1765 0. 178 0.313 0.315 0.317 Outside diameter of outlet

at tbe lower end .28 .30 .32 .40 .43 .46 Length of outlet tube 1 1. 215 1.225 1. 235 1. 215 1.225 1. 235 Heightofoverfiowrimabove bottom of outlet tube 1 12.40 12.50 12.60 12.40 12.50 12.60 Outside diameter of over- flow rim at the top 1 2 (?) 3.30 « 3.30 Diameter of container ' 2.955 2.975 2.995 2. 955 2.975 2. 995 Depth of cylindrical part of container 1 8.8 8.8 Diameter of container be- tween bottom of cylindrical part of container and

top of outlet tube .9 .9

1 This dimension is identical in the Saybolt universal and the Saybolt Furol instruments.

' The section of overflow rim shall be bounded by straight lines, except that a fillet is permissible at the junction with the bottom of the gallery. The minimum value shall preferably be not less than 3.2 cm.

(c) The Saybolt universal viscosimeter shall not

be used for times of flow less than 32 seconds.

APPARATUS

2. (a) The Saybolt viscosimeters (see fig. 22) are made entirely of metal. The oil tube, A, is fitted at the top with an

overflow cup, B, and the tube is surrounded by a

bath. At the bottom of the

oil tube is a small outlet tube through which the oil to be tested flows into a re- ceiving flask (fig. 23), whose

capacity at 20° C. (68° F.) to a mark on its neck is 60, ±0.15, cc. The outlet tube

is of hard and corrosive re- sistant metal, such as stainless steel, Monel metal, etc. The inside diameter of neck

of flask, at the level where

the graduation mark is placed, is 0.8 to 1. 1 cm. The lower end of the outlet tube is inclosed by a larger

tube, which when stoppered

by a cork, C, acts as a closed

air chamber and prevents

the flow of oil through the

outlet tube until the cork is removed and the test started. A looped string may be at- tached to the lower end

of the cork as an aid to its rapid removal. The

temperatures in the oil tube and in the bath are shown by thermometers. The bath may be heated

by any suitable means. The oil tube shall be

Elevation of Flask. Figure 23. —Receiv- ing flask

This type of flask is recommended as convenient and durable.

47
503.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

thoroughly cleaned, and all oil entering the oil tube shall be strained through a 100-mesh wire

strainer. A stop watch shall be used for taking the time of flow of the oil and a pipette shall be used for draining the overflow cup.

(6) The oil tubes, which may be standardized by

the National Bureau of Standards, shall conform to the dimensions given in the table. The time of flow

shall be within ± 1 per cent of the time as obtained

with the Bureau of Standards' master tube.21 (c) The bath and oil tube thermometers shall con- form to the requirements of thermometer No. 15, see A. S. T. M. table of thermometers, 500.2, page

2. They cover two sets of 4 thermometers each, one set being graduated in Fahrenheit degrees and

the other set in centigrade degrees, the ranges

being chosen to include the temperatures commonly

used in testing.TEMPERATURE OF TESTING

3. (a) With the Saybolt universal viscosimeter,

determinations shall be made at 100° F. (37.8° C),

130° F. (54.4° C.) or 210° F. (98.9° C).

(6) With the Saybolt Furol viscosimeter, deter- minations shall be made at 122° F. (50° C).

(c) Viscosities shall be expressed as seconds, Saybolt universal (or Saybolt Furol), being

the time in seconds for the delivery of 60 cc of oil. (d) Fuel oils and other oils of similar viscosity

showing a time of less than 25 seconds, Saybolt

Furol, at 122° F., shall be tested on the Saybolt

universal at 122° F. Oil showing a time of less than

32 seconds, Saybolt universal, at 122° F., shall be

measured in the Saybolt universal at 100° F.

(37.8° C). These methods of test do not apply to

fuels having a viscosity at 100° F. of less than 32

seconds Saybolt universal, which are not considered

to be fuel oils. PROCEDURE

4. In tests at 100° and 130° F. (37.8° and 54.4° C.) the bath temperature throughout the test shall not vary more than ±0.1° F. (0.06° C.) from the pre- determined temperature which will maintain ther- mal equilibrium as long as the oil is well stirred with the thermometer. In tests at 210° F. (98.9° C.) a variation of ±0.2° F. (0.11° C.) is permitted.

Any construction of bath may be employed pro- vided the bath temperature necessary to maintain

thermal equilibrium (while the oil in the tube is well stirred by the oil tube thermometer) is not in excess of 100.25°, 122.35°, 130.50°, and 212.00° F.

(37.9°, 50.2°, 54.7°, and 100.00° C), respectively, for the standard temperatures previously mentioned.

The level of the bath liquid shall not be lower than

0.5 cm above the overflow rim of the oil tube. In tests at 210° F. (98.9° C.) the water bath shall be vigorously stirred and may be heated by the

direct injection of steam near the bottom of the. bath. A bath of other suitable liquid may be used

provided it is properly heated and stirred.22 The

heating and stirring of the bath may be accomplished by any suitable means, provided the source

of heat is not less than the following distances from any part of the oil tube: 2 inches (5 cm) with

21 This tube represents the average mechanically perfect tube, based on the A. S. T. M. specifications, and has been approved by

the American Petroleum Institute Committee on Viscosity Standards. M For example, the bath liquid may be water, to which glycerin or salt has been added. In ordinary routine testing it is frequently

desirable to employ oil as a bath medium. This is allowable, pro- vided the temperature of the oil bath is adjusted so that the neces- sary condition of thermal equilibrium is maintained. It is usually necessary to maintain the oil bath at slightly higher temperatures than are necessary when water is the bath medium. Oil-bath temperatures will need to be from 0.1° to 0.2° F. (0.06° to 0.11° C.) higher for tests at 100° F. (37.8° 0.) and 1.5° to 2.0° F. (0.85° to 1.11° C.) higher for tests at 210° F. (98.8° C.) than the corresponding water-bath temperatures.

an external heater, 1% inches (3 cm) with an immersion heater. Viscosity determinations shall be made

in a room free from draughts and from rapid changes

in temperature. The room temperature shall be be- tween 68° and 86° F. (20° and 30° C.).28 All oil introduced into the oil tube, either for cleaning or for test, shall first be passed through

the strainer. To make the test, heat the oil to the necessary temperature and clean out the oil tube. Pour some

of the oil to be tested through the cleaned tube.

Insert the cork stopper into the lower end of the

air chamber at the bottom of the oil tube sufficiently to prevent the escape of air, but not to touch the

small outlet tube. Heat the oil to be tested, outside the viscosimeter, to slightly but not more than 3° F. (1.7° C.) above

the temperature at which the viscosity is to be

determined and pour it into the oil tube until it ceases to overflow into the overflow cup. By means

of the oil tube thermometer, keep the oil in the oil tube well stirred and also stir well the liquid in the

bath. It is extremely important that the temperature of the bath be maintained constant during the

entire time consumed in making the test. After

the temperature of the bath and of the oil in the

oil tube have been constant for one minute at the

desired temperature, withdraw the oil tube ther- mometer, quickly remove the surplus oil from the

overflow cup by means of a pipette 24 so that the

level of the oil in the overflow cup is below the

level of the oil in the oil tube proper; place the 60 cc flask (fig. 23) in position so that the stream

of oil from the outlet tube will strike the neck of the flask so as to avoid foam. Snap the cork from

its position and at the same instant start the stop watch. Stir the liquid in the bath during the run, and carefully maintain it at the previously deter- mined proper temperature. Stop the watch when

the bottom of the meniscus of the oil reaches the mark on the neck of the receiving flask. The time in seconds for the delivery of 60 cc of

oil is the Saybolt universal (or Saybolt Furol)

viscosity of the oil at the temperature at which the

test is made.

With proper attention to details of methods of procedure, duplicate results should not differ from

each other by more than 1 per cent. American Society for Testing Materials, tentative method of test for sulphur in motor fuels, naphthas,

and illuminating oils (lamp method), serial designation D90-29T, 1929. SCOPE

1. This method is intended to cover the determination of sulphur in gasolines and other volatile motor fuels, in illuminating oils, and in petroleum

naphthas. It is not strictly applicable to mixtures

containing carbon bisulfide. Note.—When this method is applied to mixtures containing car- bon bisulfide approximately 85 per cent of the sulphur present as carbon bisulfide is usually determined. APPARATUS

2. The apparatus shall consist of the following:

(a) Absorber.—An absorber of chemically resist- ant glass conforming to the dimensions shown in Figure 24. The larger of the two bulbs of the absorber shall be filled at least two-thirds full with

pieces of chemically resistant glass rod from 8 to 10 mm in length and from 5 to 6 mm in diameter, or

" These limits are necessary for extreme accuracy in standardization and referee tests, but for routine purposes the use of higher temperatures up to 100° F. (37.8° C.) will not ordinarily cause an

error of more than 1 per cent. m It is recommended that the tip of the pipette should be about

2 mm inside and about 3 mm outside diameter, and great care should be exercised to avoid touching the overflow rim while draining the overflow cup.

48
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 503.0

with perforated beads of chemically resistant glass 5 to 8 mm in diameter.

(6) Chimney.—A chimney of chemically resistant

glass conforming to the dimensions shown in Figure

24, and connected with the absorber by a cork

stopper.

(c) Spray trap.—A spray trap of chemically re- sistant glass conforming to the dimensions shown in Figure 24, and connected with the absorber by a

cork or by a rubber stopper.

(d) Lamp.—A small lamp of about 25 cc capacity.

The lamp may conveniently consist of a 25 to 35 cc Erlenmeyer flask, preferably of the dimensions

shown in Figure 24, and a cork carrying a piece of glass tubing 40 mm in length, from 6 to 7 mm in outside diameter, and 3 mm in inside diameter, with

ends ground or fused level. The wick tube should

project above the cork at least 10 mm, and the cork

shall have a vertical groove in its side so that air may

enter the flask to replace the oil as it is consumed.

(e) Cotton wicking.—Two strands of clean, unused

cotton wicking, 10 to 12 cm in length and weighing

about 5 to 6 mg per cm per strand.

(/) Filter pump.—A filter pump or other means for continuous suction. SOLUTIONS REQUIRED

3. (a) Hydrochloric acid.—Prepare a solution of HC1 in distilled water which will contain 2.275 g of HC1 per liter and check carefully for accuracy.

{b) Sodium carbonate.—Dissolve 3.306 g of Na2CC>3 in 1 liter of distilled water. Ten cubic centimeters of this solution should neutralize exactly

10 cc of the HC1 solution.

(c) Methyl orange.—Dissolve 0.004 g of methyl

orange in one liter of distilled water. PROCEDURE

4. The sulphur shall be determined as follows:

(a) Pass two strands of the new cotton wicking

through the wick tube so that the3r are not twisted,

but are parallel in the wick tube. Pour into the

clean, dry lamp about 15 cc of the oil to be tested, and insert the cork containing the wick tube. After the wick has become saturated with the oil, trim it off as nearly as possible to the top of the wick tube

with a pair of sharp scissors, finally adjusting the wick height by touching the top of it with the tip of a finger. Weigh the oil and lamp assembly to the

nearest 0.001 g. Run a blank determination at the same time and under the same conditions by burning

sulphur-free alcohol in a similar lamp. Thoroughly

rinse out the absorber with distilled water, and put

into it exactly 10 cc of the sodium carbonate solution from an accurately calibrated pipette, and then

dilute the solution with 10 cc of distilled water. Rinse out also the chimney and the spray trap with

distilled water, dry the chimney, and connect both

to the absorber as shown in Figure 24. Prepare the apparatus for the blank determination in the same

manner, putting into it exactly 10 cc of the sodium

carbonate solution and 10 cc of distilled water. Apply gentle suction to both absorbers; light both

the oil lamp and the alcohol lamp and then place

them in position under the chimneys so that the top

of each wick tube extends into the chimney not more than 1 or 2 mm above the edge. Use a

sulphur-free flame, such as an alcohol lamp, for lighting the lamps; do not use matches. Adjust

the suction so that a steady flame 12 to 18 mm in height and free from smoking is obtained (note 1). The suction shall be adjusted so that air is drawn

through both absorbers at approximately the same

rate. The maintenance of proper flame height

usually requires that the wick be flush with the top

of the wick tube for naphthas or motor fuels and a

little higher for illuminating oils. The room shall be free from draughts. Continue burning for from

one to one and one-half hours, or less if the sulphur

content of the oil is high. During this time the

oil should be consumed at the rate of about 2 to 2.5 g per hour.

(6) Extinguish the flames and stop the suction on both absorbers. Weigh the oil lamp immediately

to the nearest 0.001 g, and determine by difference the weight of oil consumed. Working with the blank first, disconnect the spray trap and chimney

and wash them thoroughly with the methyl orange

solution, using a wash bottle with a very fine jet and collecting the washings in the absorber. Use

approximately 35 cc of the solution for washing.

Carefully titrate the faintly yellow solution with

the HC1 solution. During titration, carefully agi- tate the contents of the absorber either by alternate sucking and blowing through a rubber tube held between the hps, or else by the use of a suitable rubber-syringe bulb. As the end point is approached,

draw the liquid back and forth between the bulbs

after each addition of acid, agitating as before. When the first permanent pink color appears, the end point has been reached. Read and record the volume of HC1 solution used (note 2).

(c) Rinse the chimney and the spray trap used in the actual determination into the absorber to which

they were connected, exactly as has been prescribed

for the blank. If at this point the solution in the absorber should have a pink color, too much oil has been burned and the determination shall be repeated,

but burning for a shorter time. The temporary pink

color that sometimes appears in the chimney when

rinsing it out should be disregarded. Titrate just as in the blank, continuing to add the HC1 solution

until the color matches that obtained in the blank. Read and record the volume of HC1 solution used. Note 1.—If it is not possible to obtain a good flame free from smoking, as sometimes happens if the oil contains considerable percentages

of benzol, dilute the oil with an equal weight of sulphur-free anhydrous alcohol before putting the sample into the lamp. If, while maintaining the specified flame height, the flame still smokes, a

smaller flame is permissible. In order to get the coirect value when

calculating the percentage of sulphur present in this case, allowance

shall be made for the fact that the sample as burned in the lamp is one-half alcohol. This shall be done by doubling the percentage of sulphur obtained in computation by the formula given in section 5. Note 2.—For accurate work, conditions shall be such that a min- imum or zero blank is obtained. If the titration of the blank requires more than 0.1 cc of the HC1 solution per gram of sample burned, which corresponds to 0.01 per cent of sulphur, a high degree of accu- racy can not be expected in the case of oils of low sulphur content.

5. Calculate the sulphur content of the oil by substituting the proper values in the following formula:

Cubic centimeters'! [Cubic centimeters _ , ,

. of HCI for blank j iof HC1 for sample

Percentage of sulphur- Grams of oil burned X10 This formula is correct only for the standard solu- tions specified in section 3, 1 cc of each being equivalent to 0.001 g of sulphur. The use of solutions of any other strength, such as 0.1 N, involves more

complicated calculation and is not advisable.

6. As a check on the determination, a sample of known sulphur content shall be analyzed. Such a

reference sample may be made by adding a pure

volatile sulphur compound, such as carbon bisul- phide, to sulphur-free anhydrous alcohol. This check

shall indicate from 85 to 100 per cent of the sulphur

present. American Society for Testing Materials, standard

method of test for flash point by means of the Pensky-Martens closed tester, serial designation:

D93-22; 1922. Approved as American Standard by the American

Engineering Standards Committee, now the American Standards Association.

49
503.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

The A. S. T. M. standard Pensky-Martens closed

tester shall be used for determining the flash point

of fuel oil unless the use of the tag closed tester is specified. APPARATUS The Pensky-Martens tester, a diagram of which

appears in Figure 25, shall include the following

major parts:

1. Cup

The cup of the A. S. T. M. Pensky-Martens flash tester shall be made of brass and shall satisfy the

following dimensional specifications:

Dimensions Mini- Nor- Maxi- Mini- Nor- Maxi- mum mal mum mum mal mum

Inside diameter below fill- Inches Inches Inches cm cm em

ing mark 1.950 2.000 2.050 4.953 5. 080 5.207

Difference, inside and outside diameters below fill- ing mark .120 .125 . 130 .305 .318 .330

Inside height 2. 150 2.200 2. 250 5. 461 5.588 5. 715 Thickness of bottom .070 .095 .120 .178 .241 .305 Distance from rim to filling mark .845 .800 .875 2.146 2.184 2.223 Distance lower surface flange

to bottom of cup 1.780 1.795 1. 810 4.521 4.559 4.597

The inside of the cup may be turned to a slightly

larger diameter above the filling mark and the outside may be tapered above the flange, but the wall thickness at the upper edge shall be not less than

0.04 inch (0.102 cm). The flange should be approximately 0.5 inch (1.27 cm) wide and approximately

0.125 inch (0.318 cm) thick. It shall be equipped

with devices for locating the position of the lid on the cup and the cup in the stove. A handle, attached permanently to the flange of the cup, is a desirable accessory.

2. Lid

(a) Stirring device.—The lid shall be equipped

with a stirring device consisting of a vertical steel shaft, not less than 0.1 inch (0.254 cm) nor more

than 0.125 inch (0.318 cm) in diameter, mounted in the center of the cup, and carrying two 2-bladed

brass propellers. The blades of both propellers shall be approximately 0.313 inch (0.795 cm) wide and

shall be set at an angle of approximately 45°. The

smaller (upper) propeller shall have an over-all diameter of approximately 0.75 inch (1.905 cm). The

larger (lower) propeller shall have an over-all dia- meter between 1.25 and 1.75 inches (3.175 and 4.445 cm). The thickness of the propeller blades shall be not less than 0.057 inch (0.145 cm) nor more than

0.081 inch (0.206 cm), which limits correspond, re- spectively, to No. 15 and No. 12 B. & S. gage sheet

brass. The collars on which the propeller blades are mounted shall have horizontal and vertical dimensions not greater than 0.4 inch (1.016 cm).

The plane of the center of the upper propeller

shall be 0.4 inch (1.016 cm) below the level of the rim of the cup. The plane of the center of the lower

propeller shall be 2.0 inches (5.08 cm) below the

level of the rim of the cup. The level of the rim of the cup is in effect the level of the plant part of the portion of the lower surface of the lid inside the rim.

(b) Cover proper.—The cover proper shall be of brass and shall have a rim projecting downward

almost to the flange of the cup and fitting the

outside of the cup closely. The thickness of the

cover, measured just inside the rim shall be not less than 0.031 inch (0.079 cm) nor more than 0.078 inch

(0.198 cm). There shall be a proper locating device engaging with a corresponding locating device on

the flange of the cup.

There shall be four openings in the cover, as in- dicated in Figure 26. Opening A is an area defined by arcs of two concentric circles and the intersected lengths of two

radii. The radius of the outer circle shall be not less than 0.938 inch (2.383 cm) nor more than 0.969 inch

(2.461 cm). The chord of the arc of the outer circle shall be not less than 0.500 inch (1.270 cm) nor more

than 0.540 inch (1.372 cm).

Openings B and C are equal areas, each of the same general form as opening A, but of approximately half the (angular) width. The radii of the

defining inner and outer circles shall be within

the limits specified for the radii of the two circles, arcs of which partially define opening A. The chord

of the outer arc for opening B or opening C shall be

not less than 0.187 inch (0.475 cm) nor more than

0.219 inch (0.556 cm). The sum of the areas of openings B and C shall be not less than 75 per cent nor more than 100 per cent of the area of opening A. Openings B and C shall be equally distant from

opening A and radii drawn through each of their centers shall be at an angle of not less than 135° nor more than 140°. Openings A, B, and C need not conform exactly

to the shape of geometrical figures bounded by arcs

of two concentric circles and intersected lengths of

radii. Their boundaries must, however, fall on or between the lines indicated by the limiting values of the dimensional specification of the preceding text and of Figure 26. Opening D is for a thermometer collar. Its center

is approximately 0.75 inch (1.905 cm) from the center

of the lid and on a radius at an angle of not less than

50° nor more than 60° from a radius passing through

the center of opening C. The thermometer collar shall have an inside diameter of approximately

0.5 inch (1.27 cm). It shall be set at an angle of not less than 10° nor more than 15° from the per- pendicular.

(c) Shutter.—The lid shall be equipped with a

brass shutter, approximately 0.094 inch (0.239 cm)

thick operating on the plane of the upper surface of the lid. The shutter shall be so shaped and mounted

that it rotates on the axis of the horizontal center

of the lid between two stops so placed that when in one extreme position the openings A, B, and C of the lid are completely closed and when in the other extreme position these orifices are completely opened.

(d) Flame-exposure device.—The flame-exposure

device shall have a tip with an opening 0.027 inch

(0.069 cm) to 0.031 inch (0.079 cm) in diameter. The flame-exposure device shall be equipped with an operating mechanism which, when the shutter is in the "open" position, depresses the tip so that

the center of the orifice is between the planes of the

under and upper surfaces of the lid proper at a

point on a radius passing through the center of the

larger opening A and approximately 0.1 inch (0.254

cm) from the outer edge of the opening.

Note.—A pilot flame for automatic relighting of the exposure flame should be provided. A bead 0.156 inch (0.396 cm) in diameter, of some suitable material, may be mounted on the lid so that the size of the test flame can be regulated by

comparison.

The mechanism operating the shutter should be

of the spring type and constructed so that when

at rest the shutter shall exactly close the three openings. When operated to the other extreme

the three openings in the lid shall be exactly open and the tip of the exposure tube shall be fully

depressed.

3. Stove Heat shall be supplied to the cup by means of a

properly designed stove which is equivalent to an

air bath. This stove shall consist of (1) an air bath

50
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 503.0

and (2) a top plate on which the flange of the cup

rests.

(a) Air bath.—The air bath shall have a cylindrical

interior 1.625 inches (4.128 cm) to 1.656 inches

(4.206 cm) deep and a diameter not less than 0.125

inch (0.317 cm) nor more than 0.156 inch (0.396 cm)

greater than the outside diameter of the cup. The

air bath may be either a flame-heated metal casting or an electric-resistance element.

(6) Top plate.—The top plate shall be of metal. The total distance from the upper surface of the

plate to the bottom of the air bath shall exceed the

distance from the under surface of the flange to the bottom of the cup by not less than 0.063 inch (0.160

cm) nor more than 0.125 inch (0.317 cm).

The top plate shall be mounted with an air gap

between it and the air bath. The top plate may be

attached to the air bath by means of three screws

Solid Rods, 5to 6 mm. Diet. , 8to 10mm.

long} - or Perforated Beads, 5to 8mm.

/Top of; Tubs not more

' than lor 2mm. above

: Base 'of Chimney.

• .Cork Stopper with

! Vertical Triangular

l Groove, tor Air Vent.

0. 0. 8 fo 9 mm )

1. D. 4 to 5mm)

, Clean Cotton Wicking

10 to 12 cm. long. Two

Strands weighing 5

' \ to 6mg. percm.per

Strand.

Set Screw with Fiber Tip

Figure 24.

Apparatus for determination of sulphur in oils Note.—If the heating element is a flame-heated metal casting it shall be so designed and used that the temperature of bottom and

walls is approximately the same. On this account it should be net

less than 0.25 inch (0.635 cm) thick. The casting shall be designed

so that products of combustion of the flame can not pass up and in contact with the cup.

If the air bath is of the electric-resistance type it shall be con- structed so that all parts of the interior surface are heated equally. This necessitates an even distribution of resistance wire over bottom and walls and a method of construction such that heat is given out from the whole core of the resistance element rather than directly from the wire.

and spacing bushings. The spacing bushings should

be of proper thickness to define the air gap which

shall be not less than 0.125 inch (0.317 cm) nor more than 0.187 inch (0.475 cm). The spacing

bushings shall be not more than 0.375 inch (0.952

cm) in diameter.

4. Thermometer Two standard thermometers shall be used with

the A. S. T. M. Pensky-Martens tester. The low

51
503.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

range, "P. M. and tag" thermometer shall be used

for tests when the indicated reading falls within the

limits 20° to 200° F. The "P. M. high" thermometer shall be used for tests when the indicated reading falls within the limits 230° to 700° F. For

Figure 25.The Pensky-Martens tester

the range 200° to 230° F. either thermometer may

be employed, depending on the convenience of the

operator. The thermometers shall comply with the requirements of Nos. 13 and 14. (See table of A. S. T. M. thermometers, 500.2, p. 2.) Thermometers shall be mounted so that the bottom of the bulb is 1.75 inches (4.445 cm) below

the level of the rim of the cup (which corresponds

to the level of the lower surface of the portion of the

lid inside the rim). PROCEDURE

(a) All parts of the cup and its accessories shall be thoroughly clean and dry before starting the test. Particular care shall be taken to avoid the presence

of any gasoline or naphtha used to clean the ap- paratus after a previous test.

(6) The cup shall be filled with the oil to be tested up to the level indicated by the filling mark.

(c) The lid shall be placed on the cup and the

latter set in the stove. Care shall be taken to have

the locating devices properly engaged. The ther- mometer shall be inserted. If it is known that the

oil will flash above 220° F. the "P. M. high" ther- mometer may be selected; otherwise, it is preferable

to start with the "P. M. and tag" thermometer

and change in case a temperature of 220° to 230° F.

is reached.

(d) The test flame shall be lighted and adjusted

so that it is of the size of a bead inch (3.97 mm)

in diameter.

(e) Heat shall be supplied at such a rate that the temperature read on the thermometer increases not

less than 9° nor more than 11° F. per minute. The

stirrer shall be turned at a rate of from one to two

revolutions per second.

(J) Application of the test flame shall be made at each temperature reading which is a multiple of 2° F. up to 220° F. For the temperature range above

220° F., application shall be made at each temperature reading which is a multiple of 5° F. The first application of the test flame shall be made at a

temperature at least 30° F. below the actual flash point. Application of the test flame shall be made

by operating the device controlling the shutter and

test-flame burner so that the flame is lowered in one-half second, left in its lowered position for one

second, and quickly raised to its high position.

h Minimum 0.938m., Maximum 0.969 in.

I „ 0.531 „, » 0.563" k » 0.500„, „ 0.540" n „ 0.187,,, „ 219-

5 Approximately 0.75 in. U ,7 0.5 „ .. Angles p - Equal

Angle r - Mm 135°; Max. 140°. n t- „ SO -, „ 60°

., y- „ 10°. » 15° Figure 26.

Cover for Pensky-Martens tester

Stirring shall be discontinued during the application

of the test flame. The flash point is taken as the temperature read on the thermometer at the.time of the flame application that causes a distinct flash in the interior of the cup. The true flash must not be confused with

the bluish halo that sometimes surrounds the test

52
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 503.0

flame for the applications preceding the one that

causes the actual flash. The barometric pressure shall be observed and

recorded. No corrections shall be made except in case of dispute, when the flash point figure shall be

corrected according to the following rule: For each inch (25 mm) below 29.92 inches (760

mm) barometric reading add 1.6° F. to the flash point. For each inch (25 mm) above 29.92 inches (760

mm) barometric reading subtract 1.6° F. from the

flash point.

American Society for Testing Materials, standard method of test for water in petroleum products and

other bituminous materials, serial designation

D95-28; 1928. See 502.2, page 38. American Society for Testing Materials, standard method of test for water and sediment in petroleum

products, bv means of centrifuge, serial designation

D96-28; 1928. See 502.2, page 39. American Society for Testing Materials, standard method of test for sulphur in petroleum oils heavier than illuminating oil, serial designation D129-27;

1927. Approved as American Standard by the American

Engineering Standards Committee, now the American Standards Association. APPARATUS

1. The oxygen bomb shall have a capacity of not less than 300 cc, and shall be of a design or construction such that no leaks shall occur at any

pressure or temperature generated during the test, and such that when the bomb is open, liquid contents can be easily and completely drained. The

inner surfaces shall be of materials that are chemically and physically resistant to the process or products of combustion. The gaskets, insulating

materials, etc., shall be, as far as possible, physically

and chemically resistant, and in no event shall they

undergo any reaction which would increase or decrease the sulphur content of the bomb liquors.

2. The oil cup shall be of platinum, glazed silica, or other suitable material, with a capacity of not

less than 2.5 nor more than 5 cc.

3. If a platinum oil cup is used, the fuse wire

shall be of platinum; if a glazed silica oil cup is used, the fuse wire may be of either platinum or iron. No. 35 B. & S. gage is a convenient size.

4. (a) The distilled water and all reagents should

be sulphur free; but in such cases where it is neces- sary to employ reagents not sulphur free, blanks

shall be run and the figures thus obtained used to

correct the results of actual determinations.

(6) The barium chloride solution shall contain

100 g of BaCl2 -2H2 per liter. PROCEDURE

5. (a) Twenty cubic centimeters of distilled water shall be placed in the bottom of the bomb.

From 0.6 to 0.8 g of the oil to be tested shall be

placed in the weighed oil cup and the weight of this charge shall be determined to an accuracy of at

least ±0.002 g. The cup shall be placed in the proper position in the bomb, the ignition mechanism

arranged, and the bomb closed. Oxygen shall be

admitted slowly until a pressure is reached as indi- cated by the following table:

Minimum

Capacity of bomb gauge pres- sure

Atmos-

• CC 1 , pheres

300 to 350.._ 40

350 to 400 35

400 to 450 30

450 to 500 27.5 Above 500 25

The leads from the firing circuit shall be attached,

the bomb placed in a bucket of cold water, and

ignited. The bomb shall be allowed to stand in the water for 10 minutes and shall then be removed.

The valve of the bomb shall be opened, allowing

the gas to escape at an approximately even rate so that the pressure is reduced to atmospheric in not

less than one minute. The bomb shall be opened,

and all parts of its interior, including the oil cup,

rinsed with a fine jet of distilled water. All washings,

which should not amount to more than 350 cc, shall be collected in a beaker. Particular care should be

taken not to lose, by splashing or otherwise, any of the liquid contents of the bomb. The washings shall be filtered through a washed "qualitative" filter paper. The filter shall be washed thoroughly. Two

cubic centimeters of concentrated HC1 and 10 cc of saturated bromine water shall be added to the

filtrate. The solution shall be evaporated to about

75 cc on a steam bath or hot plate. Ten cubic

centimeters of hot barium chloride solution shall be

added in a fine stream or dropwise to the hot solution,

stirring during the addition and for two minutes

afterwards. The solution shall be allowed to stand

over night, or shall be kept hot for one hour on the steam bath or hot plate, allowing the precipitate to

settle for another hour, while cooling. The super- natant liquid shall be filtered through an "ashless quantitative" filter paper, the precipitate washed

with water, first by decantation, then on the filter,

till free from chloride. The paper and precipitate

shall be transferred to a suitable weighed crucible, dried at low heat till moisture is evaporated, the paper charred (without flaming), and finally

ignited at a good red heat till the precipitate is just

burned white. A satisfactor}' means of accomplishing these operations is to place the crucible containing the wet filter paper in a cold electric muffle furnace and to turn on the current. Drying, charring, and ignition will usually occur at the desired

rate.

(6) After ignition is complete the crucible shall be

allowed to cool to room temperature and weighed.

The use of a desiccator is not recommended.

(c) From the increase in weight of the crucible the percentage of sulphur shall be calculated from the formula:

Percentage of sulphur=

grams of BaS04X13.734 grams of oil used ACCURACY

6. Duplicate determinations should agree to ±2

per cent on the basis of the sulphur found.

53
503.0 STANDARDS AND SPECIFICATIONS FOR NONME TALLIC MINERALS

American Society for Testing Materials, tentative method of test for color of refined petroleum

oil by means of Saybolt chromometer, serial desig- nation: D156-23T; 1923.

1 . The color of all refined oils (naphthas, kerosenes,

etc.) shall be determined by means of the Saybolt

chromometer. APPARATUS

2. (a) The Saybolt chromometer shall consist of two glass tubes having an internal diameter of not

less than 14 mm nor more than 16 mm. One glass

tube, 20 inches in length, shall be permanently

closed at one end with a colorless, piano glass disk, and be mounted in a suitable metal collar, provided

with a small pet cock, for the purpose of draining the tube. This glass tube shall be graduated in %-inch divisions, numbered in inches. The other

tube, 19 inches in length, shall be open at both ends, one end being mounted in a suitable metal collar which will hold the color standards and a black metal diaphragm with a circular aperture 12 mm in diameter. The mounting of this tube shall be such

as to give equal length to both tubes. The tubes shall be mounted vertically and shall be covered at their upper end with a removable diaphragmed metal cap about 1 inch in length and of sufficient diameter to

easily slip over the end of the tubes. The circular diaphragm aperture shall be 14 mm in diameter.

(b) The instrument shall be provided with a suit- able optical head consisting of prisms and eyepiece.

The prisms shall be of a suitable form, matched in their refracting angles and areas, and so mounted

as to avoid possibility of disarrangement. They

shall be so arranged that the light rays passing

through the tubes shall be deflected to a central aperture which is viewed by the eyepiece. The

arrangement shall be such as to provide a circular

field of vision, the two halves of which are illuminated by the light transmitted by the sample and the color standard, respectively.

3. (a) Light shall be provided by means of a

reflecting mirror with a finely frosted surface set at a suitable angle and so arranged that the reflected

light shall pass through suitable openings and

through the glass tubes in parallel rays; or it shall be provided by projecting a diffused light directly up

through the tubes, from the base of the instrument.

(6) The light shall be supplied by an artificial daylight lamp so arranged as to project a diffused light on

the reflecting mirror or directly up through the tubes.

Color standards, corresponding to heights of oil

Number of disks

Saybolt chro- Saybolt chro- mometer Number of mometer

Height Color disks Height Color

of oil shade of oil shade

Inches Inches

20.0 +25 2 5. 50 +4

18.0 +24 2 __ 5.25 +3

16.0 +23 2... .... 5.00 +2

14.0 +22 2 4.75 +1 12.0 +21 2 4. 50

10.75 +20 2 _ 4.25 —1

9.50 +19 2. 4.00 -2

8. 25 +18 2 3.75 -3

7.25 +17 2 _ 3. 625 -4

6. 25 +16 2 3. 50 -5

10.50 +15 2 3. 375 -6

9.75 +14 2.. 3.25 -7

9. 00 +13 2 3. 125 -8

8.25 +12 '2 3. 00 -9

7.75 +11 2 2.875 -10

7.25 +10 2.75 -11

6.75 +9 2_ 2.625 -12

6. 50 +8 2 .. 2. 50 -13

6.25 +7 2 2.375 -14

6.00 +6 2 2.25 -15

5.75 +5 2 2. 125 -16

(c) The artificial daylight lamp' shall consist of a C2 national mazda lamp, the rays of light from

which shall pass through a glass color screen of such

composition and color, as, in conjunction with the C2 national mazda lamp, will yield by spectrum

analysis a light closely approximating northern

daylight. In case electric current is not available, the chromometer may be used by exposing the mirror

to northern daylight with no colored objects in the immediate foreground, but the artificial daylight

lamp shall be required in referee work.

4. The color standards shall consist of suitable

glass disks. PROCEDURE

5. (a) The Saybolt chromometer shall be assembled and the fight source so adjusted that a diffused

light, with absence of glare or shadow, shall be projected on the reflecting mirror, or projected directly

through the tubes from the base of the instrument,

thereby eliminating the mirror. Light from all other sources shall be excluded.

(b) The oil tube shall be cleaned by rinsing with some of the oil to be tested, care being taken to allow the tube to drain thoroughly. The pet cock on the oil tube shall then be closed, and the tube

shall be filled with the oil to be tested to a height of 10.5 inches.

(c) The measurement of the color shall be made

by using two standard color disks when the oil is darker than the two disks and by using one disk when the oil is lighter than the two disks. After determining the number of disks to be used and

with the proper number in place in the color standard, the oil tube shall contain a sufficient height of

oil for the color of the oil to be decidedly darker than the color standard, additional oil being added

if necessary. The oil shall then be drawn off slowly

by means of the pet cock until the oil appears

slightly darker than the color standard. The oil shall then be drawn down to the nearest height

corresponding to a standard color shade as shown

in the table. If the color of the oil observed through

the eyepiece is still darker than the color standard,

the oil shall be drawn down to the next height given

in the table, and examined again. This operation

shall be continued until the oil and color standard

match or show questionable differences. The col- umn of oil shall be lowered one shade more and if the

oil is unmistakably lighter than the color standard, the previous color shade shall be recorded as the Saybolt chromometer color. APPENDIX The following examples of the procedure are given

:

Using 1 disk: Oil darker at height of inches.. 16 Do do 14 Oil questionable at height of— do 12 Oil lighter at height of do 10. 75 Color is +21

Using 2 disks:

Oil darker at height of inches.. 4. 5 Do do 4.25

Oil questionable at height of do 4. Oil lighter at height of do 3. 75 Color is — —2 American Society for Testing Materials, standard methods of testing gas oils, serial designation:

D158-28; 1928. GRAVITY

1. The gravity shall be determined at 60760° F. (15.6°/15.6° C.) in a pyknometer, accurately sta'* J - ardized, or by means of a hydrometer or West] : balance, the accuracy of which has been verifi - The gravity shall be recorded as specific gravity or

gravity, degrees A, P. I., at 60°/60 °F. (15.6715.6° C).

54
COAL, PETROLEUM, ASPHALT, AND MINERAL "WAX 503.0

DISTILLATION

APPARATUS

Flask

2. The distillation flask shall be a Saybolt distilling

flask, the dimensions and permissible variations being as follows:

Centi- meters Inches Toler- ances

cm

Diameter of bulb, outside 8.57 3.37 0.3 Diameter of neck, inside. _ 1.50 59 .1 Over all length, neck plus bulb 21.50 8.46 .3 Length of vapor tube_ 17.50 6.89 .5 Diameter of vapor tube, outside .60 .24 .05 Diameter of vapor tube, inside .40 .16 .05 Thickness of vapor tube wall .10 .04 .02

The center of the vapor tube shall be 6.5 cm

(2.56 inches) ±0.3 cm, below the top of the neck. The tube is approximately in the middle of the neck

and set at an angle of 75°, ±3°, with the vertical.

Condenser

3. The condenser 25 shall consist of a %6-inch (14.29

mm) outside diameter, No. 20 Stubbs gage seamless

brass tube, 22 inches (55.88 cm) in length. It shall be set at an angle of 75° with the vertical and shall be surrounded with a bath 15 inches (38.1 cm) in length, approximately 4 inches (10.16 cm) in width

by 6 inches (15.24 cm) in height. The bath shall be provided with suitable connections for circulating water through it. The lower end of the condenser tube shall be cut off at an acute angle, and curved

downward for a length of 3 inches (7.62 cm) and

slightly backward so as to insure contact with the

wall of the receiving graduate at a point approximately 1 to iy4 inches (2.54 to 3.18 cm) below the top

of the graduate when it is in position to receive the

distillate.

Shield

4. The shield 26 shall be made of approximately No.

22 gage sheet metal and shall be 19 inches (48.26 cm)

in height, 11 inches (27.94 cm) in length, and 8 inches

(20.32 cm) in width, with a door on one narrow side, with two openings, 1 inch (2.54 cm) in diameter,

equally spaced, in each of the two narrow sides, and

with a slot cut in one side for the vapor tube. The

centers of these four openings shall be 8}i inches

(21.59 cm) below the top of the shield. There shall also be three H-inch (1.27 cm) holes in each of the

four sides with their centers 1 inch (2.54 cm) above

the base of the shield.

King Support and Hard Asbestos Boards

5. The ring support may be of the ordinary labora- tory type, 4 inches (10.16 cm) or larger in diameter,

and shall be supported on a stand inside the shield. There shall be two hard asbestos boards: One 6 by 6 by }i inch (15.24 by 15.24 cm by 6.35 mm) with a

hole 2

3/i inches (6.99 cm) in diameter in its center, the sides of which shall be perpendicular to the sur- face; the other, an asbestos board to fit tightly inside the shield, with an opening 4 inches (10.16 cm)

in diameter concentric with the ring support. These

shall be arranged as follows: The second asbestos

•, board shall be placed on the ring and the first or

.. r? mailer asbestos board on top so that it may be

. jved in accordance with the directions for placing

i..^

I.- a A condenser conforming to these SDeciflcations is illustrated in

, A.S.T.M. D86. See 503.0, p. 44. M A shield conforming to these specifications is illustrated in D86.

the distilling flask. Direct heat shall be applied

to the flask only through the 2%-inch (6.99 cm)

opening in the first asbestos board.

Gas Burner

6. The burner shall be so constructed that sufficient heat can be obtained to distill the product at the uniform rate specified below. The flame should never be so large that it spreads over a circle of diameter greater than 4^2 inches (11.43 cm) on the under surface of the asbestos board. A sensitive regulating valve and gas pressure governor are desirable adjuncts, as they give complete control of heating.

Thermometer

7. The A. S. T. M. high distillation thermometer,

conforming to the requirements specified for thermometer No. 2, see table of A. S. T. M. ther- mometers, 500.2, p. 2, shall be used.

Graduates

8. (a) For sample.—A graduate or pipette graduated to deliver 200 cc, ±1.0 cc, may be used for measuring the sample to be tested.

(f>) For fractions.—The graduates used for measuring fractions shall be of the cylindrical type, of uniform diameter, with a pressed or molded base and

a lipped top. The cylinder shall be graduated to contain 100 cc and the graduated portion shall be not

less than 7 inches (17.78 cm) nor more than 8 inches

(20.32 cm) in length. It shall be graduated in single cubic centimeters and each fifth mark shall be dis- tinguished by a longer line. It shall be numbered

from the bottom at intervals of 10 cc. The over-all height of the graduate shall be not less than 9%

inches (24.8 cm) nor more than 10J4 inches (26.0 cm).

The graduations shall not be in error by more than

1 cc at any point on the scale. PROCEDURE

9. (a) Provision shall be made for circulating water through the condenser.

(6) The condenser tube shall be swabbed to remove any liquid remaining from the previous test. A piece of soft, lint-free cloth attached to a cord or copper wire may be used for this purpose.

(c) A volume of water-free oil equivalent to 200

cc at 55° to 65° F. (12.8° to 18.3° C.) shall be placed

in the flask.

(d) The thermometer, provided with a cork, shall be fitted tightly into the flask so that it will be in the middle of the neck and so that the lower end of the

capillary tube is on a level with the inside of the bottom of the vapor outlet tube at its junction with

the neck of the flask.

(e) The charged flask shall be placed over the 2%-

inch (6.99 cm) opening in the asbestos board with

the vapor-outlet tube inserted into the condenser

tube. A tight connection may be made by means

of a cork through wdiich the vapor tube passes. The position of the flask shall be so adjusted that the vapor tube extends into the condenser tube not

less than 1 inch (2.54 cm) nor more than 2 inches

(5.08 cm).

(/) A clean, dry graduated cylinder shall be placed

at the outlet of the condenser tube in such position that the condenser tube shall extend into the graduate approximately 1 inch (2.54 cm) but not below

the 100 cc mark.

10. When everything is in readiness, water shall be circulated through the condenser bath at such a

rate that the water overflowing the condenser shall be at a temperature of 90° to 100° F. (32.2° to 37.8° C). Heat shall be applied to the contents of the

flask at a uniform rate, so regulated that the first

100925°—30 5 55
503.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

drop of condensate falls from the condenser in not

less than 10 nor more than 15 minutes. When the

first drop falls from the end of the condenser, the

reading of the distillation thermometer shall be re- corded as the initial boiling point. The receiving

cylinder shall then be moved so that the end of the condenser tube shall touch the side of the cylinder.

The heat shall then be so regulated that the distilla- tion will proceed at a uniform rate of not less than 8

cc nor more than 10 cc per minute. A fraction shall be separated at every temperature point above the

initial boiling point that is a multiple of 50° F.27 When the temperature of the distilling vapors

reaches 500° F. (260° C), the temperature of the water in the condenser bath shall be adjusted to approximately 140° F. and the bath maintained

between 140° and 160° F. (60° to 71.1° C.) for the remainder of the test. The distillation shall be

continued until a vapor temperature of 700° F. (371.1° C.) is reached or until the maximum temperature point is reached. The maximum temperature point may result from complete distillation of the oil below 700° F. (371.1° C), or from cracking.28 In case the oil distills completely below 700° F. (371.1° C), the final adjustment of heat shall be

made when a quantity of distillate amounting to 90

per cent of the sample has been collected. The

heating shall be continued until the mercury reaches a maximum height and starts to fall consistently; but

in no case should the period between the 90 per cent point and the maximum temperature be more than

10 minutes. The highest temperature observed on

the distillation thermometer shall be recorded as the maximum temperature.

Sufficient time shall be allowed after distillation is discontinued for the condenser to drain into the

final fraction. Each fraction shall be brought to room temperature, the volume read and recorded,

and the fraction set aside for the determination of the gravity. The percentage of distillate in each

fraction shall be calculated and recorded. The

difference between 100 and the sum of the distillates in per cent shall be calculated and recorded as resi- due and loss. The gravity of each fraction and of the residue

shall be determined at or corrected to 60° F.

(15.6° C). The gravity of each fraction shall be recorded as specific gravity or as gravity, degrees A. P. I. SULPHUR

11. The sulphur shall be determined in accordance

with A. S. T. M. D129-22T. (See 503.0, p. 53.) CARBON RESIDUE

12. The carbon residue shall be determined in accordance with the Conradson method, as described

in A. S. T. M. D189. (See 504.0, p. 100.)

27 When it. is agreed to make allowance for the effect of barometric

pressure, the observed temperature points at which fractions are to be separated in order to conform to multiples of 50° F. at 760 mm shall be calculated by the Sydney Young equation, so expressed as to simplify the application:C/=0.00012P (460-N/) in which C/ is the correction to be added to the observed temperature when the barometer is above 760 mm and to be subtracted from the observed temperature when the barometer is below 760 mm. P is the difference in millimeters of mercury (at 32° F.) between

760 mm and the observed barometric pressure, corrected for instru- mental errors.

tf is the temperature point to be corrected.

!8 Cracking will be evidenced by an increase in distilling rate with

a thermometer reading that may advance very slowly, remain sta- tionary, or recede, and an effort to adjust the distilling rate will usually result in a decided drop in the temperature reading. When

this condition is observed, it is advisable to discontinue the dis- tillation.

POUR POINT

13. The pour point shall be determined in accord- ance with A. S. T. M. D97. (See 502.2, p. 40.) VISCOSITY

14. The viscosity shall be determined on the Saybolt universal viscosimeter at 100° F. in accord- ance with A. S. T. M. D88. (See 503.0, p. 47.) WATER

15. Water shall be determined in accordance

with A. S. T. M. D95. (See 502.2, p. 38.) American Society for Testing Materials, standard

method of test for carbon residue of petroleum

products (Conradson carbon residue) serial designation D189-28; 1928. (This specification furnishes information relative to domestic oil fuels and oils used in the manufacture

of gas.) See 504.0, p. 100. American Society for Testing Materials, standard

abridged volume correction table for petroleum oils, serial designation: D206-25; 1925. Approved as American Standard by the American

Engineering Standards Committee, now the American Standards Association. This abridged table has been prepared by the National Bureau of Standards to meet a demand

from the oil industry for a short and convenient

table for reducing oil volumes to the basis of 60° F.

(15.5° C). It is based on the same data as Table 2, Bureau of Standards Circular No. 154. The groups,

coefficients of expansion, degrees A. P. I. and

gravity ranges of the abridged table follow: 29

Group No.

Coefficient

of expansion

at 00° F.

Corre- sponding

degrees A. P. I.

Range of group

(degrees A. P. I. at 60° F.)

I 0.0004

.0005

. 0006

.0007

.0008

. 00085

22

44

58

72

86

91

Up to 34. 9. 35 to 50. 9. 51 to 63. 9. 64 to 78. 9. 79 to 88. 9. 89 and higher.

II . III IVV

VI

The table shows the volume occupied at 60° F. by a quantity of oil occupying a unit volume at the indicated temperatures. For example, if at

60° F. the A. P. I. gravity of the oil is 28 (Group I),

1 gallon of this oil measured at 120° F. will have a volume of 0.9763 gallon at 60° F. The values

given in the table are in the form of "multipliers"; that is, the volume of oil at the indicated temperature and degrees A. P. I. for each group, multiplied

by the corresponding factor in the table, equals the volume at 60° F. For example, if the A. P. I. gravity of an oil at 60° F. equals 28 (Group I) and the volume at 120° F. equals 6,000 gallons,

then the volume at 60° F. equals 6,000X0.9763, or

5,857.8 gallons.

29 This table has been approved by the Bureau of Standards, the Bureau of Mines, and the American Petroleum Institute and is now

published as a standard of this society. This abridged table is not intended to replace the more complete and accurate volume correction table contained in Bureau of Standards Circular No. 154, but rather to supplement it and especially

to replace the various abridged tables and approximate correction

factors heretofore employed in the oil industry. In case high accu- racy is essential the complete table contained in Circular No. 154 should be used, especially if large volumes or wide temperature

ranges are involved. The A. S. T. M. standard (serial designation D206-25) applies only to the abridged table and should be so understood when written into contracts.

56
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 503.0

Standard abridged volume correction table for petro- leum oils

Volume at 60° F. occupied by unit volume at indicated temperature

Observed

temperature

(° F.) Group I, up to

34.9° A.

P. I. at 60° F.

Group

II, 35.0° to 50.9° A. P. I. at 60° F.

Group

[II, 51.0° to 63.9° A. P. I. at 60° F.

Group

IV, 64.0° to 78.9° A. P. I. at 60° F.

Group

V, 79.0° to 88.9° A. P. I. at 60° F.

Group

VI, 89.0° and

higher, A. P. I. at 60° F.

1.0242 1.0297 1.0361 1.0419 1.0476 1. 0501

1 1.0238 1.0292 1. 0355 1.0412 1.0468 1.0493 2 1. 0234 1. 0287 1 0349 1 0405 1 0460 1 0484

1 0230 1 0283 1. 0343 1 0398 1. 0453 1 0476

4 1. 0223 1. 0278 1 fill 7 1 0391 1 0445 1 04f7

5 1.0222 1.0273 1.0331 1.0384 1.0437 1. 0459

6 1.0218 1.0268 1.0325 1. 0377 1.0429 1. 0451 1 1. 0214 1 0263 1. 0319 1. 0370 1. 0421 1 fiAA'i g 1. 0210 1. 0258 1. 0313 1 0364 1 0434

9 1. 0203 1. 0253 1. 0307 1 0357 1. V>±UO 1 0426

10 1.0202 1.0248 1. 0301 1. 0350 1. 0398 1.0418

11 1.0198 1. 0243 1.0295 1. 0343 1. 0390 1.0410

12 1. 0194 1. 0238 1 0289 1 0336 1 040^

13 1. 0189 1. 0233 1. 0283 1 0329 1 0375

14 1. 0185 1. 0228 1 A077 1 03*^2 1 0385

15 1.0181 1.0223 1. 0271 1.0315 1. 0359 1. 0377

16 1.0177 1.0218 1.0265 1.0308 1.0351 1. 0369

17 1. 0173 1. 0213 1 02^9 1 0301 1 fi'JJ.'J 1 0360

18 1. 0169 1. 0208 1 fiO TO 1 0294 1 0335 1 03^)2 19 1. 0165 1. 0203 1 0247 1 0287 1 0327 1. Uo-i.J

20 1.01G1 1. 0198 1. 0241 1.0280 1.0319 1. 0335

21 1.0157 1. 0193 1. 0235 1.0273 1.0311 1. 0327

22 1. 0153 1. 0188 1. 0229 1. 0266 1. 0303 1. 0319

23 1. 0148 1. 0184 1. 0223

J

' !H 1. 0296 1. 0310

24 1. 0144 1. 0179 1. 0217 1. 02o3 1. 0288 1. 0302

25 1.0140 1.0174 1.0211 1.0246 1.0280 1. 0294

26 1.0136 1.0169 1.0205 1.0239 1.0272 1.0286

27 1. 0132 1. 0164 1. 0199 1. 0232 1. 0264 1. 0277

2g 1. 0128 1. 0159 1. 0193 1. 0225 1. 0256 1. 0239

29 1. 0124 1. 0154 1. 0187 1. 0218 1. 0248 1. 0230

30 1.0120 1. 0149 1.0181 1.0211 1.C240 1.0252

31 1.0116 1.0144 1.0175 1.0204 1.0232 1. 0244 32 1. 0112 1. 0139 1. 0169 1. 0197 1. 0224 1. 0233

33 1. 0108 1.0134 1. 0163 1. 0190 1. 0216 1. 0227

34 1. 0104 1. 0129 1. 0157 1. 0183 1. 0208 1. 0219

35 1. 0100 1.0124 1.0151 1. 0176 1.0200 1.0211 36 1. 0096 1.0119 1. 0145 1.0169 1. 0192 1.0203

37 1. 0092 1. 0114 1. 0139 1. 0162 1. 0184 1. 0194

38 1. 0088 1. 0109 1. 0133 1. 0155 1. 0176 1. 0183

39 1. 0084 1. 0104 1. 0127 1. 0148 1. 0168 1. 0177

40 1. 0080 1.0099 1. 0121 1. 0141 1.0160 1.0169

41 1.0076 1.0094 1.0115 1.0134 1.0152 1.01G0

1. 0072 1. 0089 1. 0109 1. 0127 1. 0144 1. 0152

1. 0068 1. 0084 1. 0103 1. 0120 1. 0136 1. 0143

A A

1. 0064 1. 0079 1. 0097 1. 0113 1. 0128 1. 0135

45 1.0060 1 0074 1 0091 1. 0106 1 0120 1.0126

4G 1. 0056 1. 0069 1.0085 1.0099 1.0112 1.0118

47 1.0052 1.0064 1. 0079 1.0092 1.0104 1.0110

48 1.0048 1.0059 1. 0072 1.0084 1.0096 1.0101 49 1.0044 1. 0054 1. 0066 1. 0077 1.0088 1.0093

50 1.0040 1.0049 1. 0060 1. 0070 1. 0080 1. 0084

61 1. 0036 1. 0044 1.0054 1. 0063 1. 0072 1. 0076

52 1. 0032 1. 0039 1.0048 1. 0056 1. 0064 1. 0067

53 1.0028 1. 0035 1.0042 1.0049 1. 0056 1. 0059 54 1. 0024 1. 0030 1.0036 1. 0042 1. 0048 1. 0050

55 1.0020 1.0025 1.0030 1.0035 1.0040 1.0042 56 1.0016 1.0020 1.0024 1. 0028 1. 0032 1. 0034 57 1.0012 1.0015 1. 0018 1. 0021 1.0024 1. 0025

53 1. 0008 1.0010 1. 0012 1.0014 1.0016 1.0017 59 1.0004 1. 0005 1.0006 1. 0007 1. 0008 1.0008

Standard abridged volume correction table for petro- leum oils—Continued

Observed

temperature

(° F.)

60...

61. .. 62...

62... 64...

65...

66_.. 67...

68...

69...

70. _. 71—

72... 73...

74...

75...

76... 77...

78... 79...

SO

8182

83... 84...

85...

86...

87...

100.

101.

102.

103. 104.

105.

106.

107.

108.

109.

110.

111.

112. 113. 114.

115.

116.

117-

118_

119.

Volume at 60° F. occupied by unit volume at indicated temperature

Group I, up to

34.9° A.

P. I. at 60° F.

Group

II, 35.0°

to 50.9° A. P. I. at 60° F.

Group

III, 51.0° to 63.9° A. P. I. at 60° F.

Group

IV, 64.0° to 78.9° A. P. I. at 60° F.

Group

V, 79.0° to 88.9° A. P. I. at 60° F.

Group VI 89.0° and

higher, A. P. I. at 60° F.

1. 0000 1. 0000 1.0000 1. 0000 1. 0000 1.0000

.9996 .9995 .9994 .9993 .9992 .9992

. 9992 . 9990 9986 . 9984 . 9983

. 9988 . 99S5 . yysz . 9979 . 9976 . 9975

9984 9980 . 9976 9972 . 9968 . 9966

.99S0 .9975 .9970 .9965 .9960 .9958

.9976 .9970 .9964 .9958 .9952 .9949

. 9972 9965 . yyo/ 9951 . 9944 . 9941

. 9958 9951 . yyoi 9943 . 9935 . 9932

9964 9956 . 9945 9936 . 9927 . 9924

.9960 .9951 .9939 .9929 .9919 .9915

.9956 .9946 . 9933 .9922 .9911 .9907

. 9952 9941 . 9927 9915 . 9903 . 9898

9948 9935 . 9921 9908 . 9895 . 9890

9944 9930 . 9915 9901 9887 . 9881

.9940 .9925 .9909 .9894 .9879 .9873

.9930 . 9920 .9903 .9887 .9871 .9864

. 9932 9915 QQ07 . yoy* 9880 . 9863 . 9856

. 9929 . 9911 . 9891 . 9872 . 9854 . 9847

.9925 .9906 .9885 . 9865 . 9846 . 98?0

.9921 .9901 .9879 . 9859 . 9838 . 9830

.9917 . 9896 .9873 .9851 .9830 .9821 .9913 .9891 .9867 . 9844 . 9822 . 9813

.9909 .9886 . 9860 . 9837 . 9814 . 9804

.9905 .9881 .9854 . 9830 . 9806 . 9796

.9901 .9876 .9848 . 9823 . 9798 . 9787

.9897 .9871 .9842 .9816 .9790 .9779

.9893 .9866 .9836 . 9809 . 9782 . 9770

.98S9 .9861 .9830 . 9802 . 9773 . 9762

.9885 .9856 .9821 . 9795 . 9765 . 9753

.9881 .9851 .9818 . 9783 . 9*5/ . 9<45

.9877 .9346 .9812

.9873 .9869

.9865

. 9861 .9857

.9853 .9849 .9845

.9841 .9837

.9833 .9830

.9826

. 9822

!9818

.9S14

.9811 .9807

.9803

.9799

. 9795

.9791 .9787

.9783

.9778

.9775

.9771 .9767

.9841 .9S36

.9831

.9826

.9821 .9816 .9812

.9807

.9802

.9797

.9792 .9786

.9781

9776

!9771

.9766 .9762

.9757

.9752

.9747

.9742

.9737 .9732

.9727

.9722

.9717 .9712

.9707

. 9806

.9800

.9794

.9788 .9782

.9776

.9769 .9763

.9757

.9751 .9745

.9738 .9732

. 9726 .9720

.9714

.9708 .9702

.9696 .9690

.9684

.9678 .8672

.9666

.9660

.9654

.9647

.9641

57
503.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Standard abridged volume correction table for petroleum

oils—Continued

Volume at 60° F. oc- cupied by unit vol- ume at indicated temperature

Group

I up to

34.9° A. P. I. at 60° F.

0. 9763 .9759

. 9755

.9752

.9748

.9744

.9740 .9736

.9732

.9728

.9724

.9720 .9716

.9713 .9709

.9705

.9701 .9697

.9694 .9690

.9682

.9678

.9675

.9671

. 9667 .9663

. 9659

. 9655 .9651

.9647

.9643

.9639 .9636

.9632

.9624

.9620

. 9016 .9612

.9604

.9601 .9597

Group

II 35.0 to 50.9° A. P. I. at

60° F.

0. 9702

.9697 .9692

.9687 .9682

.9677

.9672

. 9C67 .9662 .9657

.9652

.9647 .9642

.9637 .9632

.9627 .9622

.9617

.9613

. 9603 .9598

.9593

. 9588 .9583

.9578

.9573 .9568

.9563 .9558

.9553

Group

III 51.0 to 63.9° A. P. I. at

60° F.

0.9635

.9629

.9623 .9617

.9611

.9695

vol- v oi- ume at ume at 60° F. 60° F.

pieti oy plow uy

V U1UI 1 1 o volume

Ob- at indi- Ob- at indi- served cated served cated tem- tem- tem- tempera- pera-

^ture" ture t^ure" ture

in F in F. Group Group

I up to I up to 34 9° 34 9° A.APTr . 1. API.

at at 60° F. 60° F

164 0. 9594 208 0. 9427

165 . 9590 209 . 9423

166 . 9586 210 . 9419

167 . 9582 211 . 9415

163 . 9578 212 .9412

169 .9574 213 .9408

170 .9570 214 . 9405

171 . 9566 215 .9401

172 . 9562 216 .9397

173 . 9559 217 .9393

174 .9555 218 . 9390

.9551 219 .9386

176 .9547 220 .9382

177 .9543 221 . 9378

178 . 9540 222 .9374

179 .9536 223 .9371

180 .9532 224 . 9367

181 . 9528 225 . 9363

182 . 9524 226 .9359

183 .9521 227 .9356

184 .9517 228 .9352

185 .9513 229 . 9349

186 .9.509 230 . 9345

.9505 231 . 9341

188 . 9502 232 .9337

189 .9498 233 .9334

190 .9494 234 .9330

191 .9490 235 .9326

192 . 9487 236 . 9322

193 .9483 237 .9318

194 .9480 238 .9315

195 .9476 239 .9311

196 .9472 240 .9307

197 .9468 241.... .9303

198 .9465 242 . 9300

199.... .9461 243 .9296

200 .9457 244 .9293

201 .9453 245 .9289

202 .9449 246.... .9285 203—- .9446 247 .9281

204 .9442 248 .9278

205 .9438 249 .9274

206 .9434 250 .9270 207— . 9430

Note.—For temperatures above 203° F. the tabulated values of the volume at 60° F . are extrapolated from the experimental results obtained over the temperature range 32° to 203° F.

American Society for Testing Materials, standard

method of test for thermal value of fuel oil, serial designation D240-27; 1927. Approved as American Standard by the American

Engineering Standards Committee, now the American

Standards Association.APPARATUS

1. The Atwater, Davis, Emerson, Mahler, Parr,

Peters, Williams or similar bombs may be used. The bomb shall have an inner surface of platinum,

gold, porcelain enamel, or other material which is

not attacked by nitric and sulphuric acids, or other products of combustion.

2. The calorimeter shall be provided with a vacuum jacket or with a water jacket having a

cover to protect the calorimeter from air currents. In case a water jacket is used, it shall be kept filled with water within 2° or 3° C. of the temperature of the room (except in calorimeters which are totally

submerged, where the jacket temperature is controlled by a thermostat) and this water should be

stirred continuously by some mechanical stirring device.

3. The water in the calorimeter shall be stirred

sufficiently well to give consistent thermometer

readings while the temperature is rising rapidly.

The speed of stirring should be kept constant. A motor-driven screw or turbine stirrer is recom- mended and the speed should not be excessive. This

may be determined by adjusting the temperature of the calorimeter to equality with that of the jacket

and allowing the stirrer to run continuously for 10 minutes. If the temperature of the calorimeter

rises more than about 0.01° C. in this length of time, the rate of stirring is excessive. Accurate

results can not be obtained when too much energy

is supplied by the stirring device or when the rate

of stirring is irregular. The portion of the stirring device immersed in the calorimeter should be sep- arated from that oustide by nonconducting material,

such as hard rubber, to prevent conduction of heat from the motor or outside air.

4. The thermometers used shall have been certified by a Government testing bureau and shall be

used with the corrections given on the certificate. This shall also apply to electrical resistance or ther- moelectric thermometers. Correction shall also be

made for the temperature of the emergent stem of

all mercurial thermometers, and for the "setting"

of Beckmann thermometers. For accurate work,

either Beckmann or special calorimetric thermometers, graduated to 0.01° or 0.02° C, are required.

Such thermometers should be tapped lightly just before each reading to avoid errors caused by the stick- ing of the mercury meniscus, particularly when the temperature is falling. A convenient method is to mount a small electric buzzer directly on the top of the thermometer and connect it with a dry cell and

a push button. The button should be pressed for a few seconds immediately before each reading.

5. The oxygen used for combustions shall be free from combustible material. The bomb when filled should contain at least 5 per cent of nitrogen to insure complete oxidation of the sulphur. The total amount

of oxygen contained in the bomb for combustion

shall be not less than 5 g per gram of fuel oil. But

the combustion must be complete, as shown by the absence of any sooty deposit on opening the bomb

after firing.

6. The fuel oil in the bomb may be ignited by means of either iron or platinum wire. If iron wire is used, it should be of about No. 34 B. & S. gage and not more than 10 cm (preferably 5 cm)

should be used at a time. A correction of 1,600

calories per gram weight of iron wire burned shall be subtracted from the observed number of calories.

7. The water equivalent of a calorimeter can best be determined by the use of the standard combustion

samples supplied by the National Bureau of Standards. The required water equivalent is equal to the weight of the sample multiplied by its heat of combustion per gram and divided by the corrected

rise in temperature.

The calorimeter shall be standardized by the combustion of standard samples supplied by the National Bureau of Standards, and used according

to the directions given in the certificates which

accompany them. A standardization shall consist

of a series of not less than five combustions of

58
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 503.0

each of two of the standard materials, which are

sucrose, naphthalene, and benzoic acid. The

conditions as to the amount of water, oxygen,

firing wire, method of correcting for radiation, etc., under which these combustions are made, shall be

the same as for fuel-oil combustions. In the case

of any disagreement between contracting parties a check standardization may consist of two or more

combustions of standardizing samples. PROCEDURE

8. Approximately enough oil shall be taken to give a thermometer rise of from 3° to 4° C. After weighing, the sample should preferably be immediately placed in the bomb and this closed. This

procedure is necessary to avoid sublimation in the

use of naphthalene for standardization.

9. The firing wire, if iron, shall be measured and

coiled in a small spiral and connected between the platinum terminals, using, if necessary, a piece of platinum wire somewhat heavier than the iron wire

to make the connection. The platinum and the

iron shall both be clean. About 0.5 cc of water

should be placed in the bottom of the bomb to saturate with moisture the oxygen used for combustion. When the crucible is put in place in the bomb, the firing wire should touch the fuel oil or briquet of standard material. For the combustion

of standardizing samples, iron wire is preferable to platinum.

10. Oxygen from the supply tank shall be ad- mitted slowly, to avoid blowing the oil from the

crucible, until a pressure is reached as indicated by

the following table:

Capacity of bomb (cc) Minimum

gauge pres- sure

300 to 350

Atmospheres40

3530

27.5

25

350 to 400 400 to 450

450 to 500 Above 500

11. The calorimeter shall be filled with the

required amount of distilled water, depending

upon the type of calorimeter. The amount may

be determined either by measurement in a standardized flask or by weighing. The amount shall be

kept the same as that used in the standardization of the apparatus.

12. The initial temperature in the calorimeter

shall be so adjusted that the final temperature,

after the combustion, will not be more than 1° C., preferably about 0.5° C, above that of the jacket, tinder these conditions, the total correction for heat gained from or lost to the surroundings will be small when the rise of temperature is 3° or 4° C. and the effect of evaporation will also be small.

13. The electric current used for firing the charge shall be obtained from storage or dry cells having an electromotive force of not more than 12

volts. A higher voltage is liable to cause an arc between the firing terminals, introducing additional heat which can not be measured with certainty.

The circuit should be closed by means of a switch

which should remain closed for not more that two

seconds. When possible it is recommended that an ammeter be used in the firing circuit to indicate when the firing wire has burned out.

14. The bomb, when ready for firing, shall be

placed in the calorimeter, the firing wires connected, the cover put in place, and the stirrer and ther- mometer so placed as not to be in contact with the

bomb or container. The stirrer shall then be

started and after the thermometer reading has be- come steady, not less than two minutes after the

stirrer is started, the temperatures shall be read at 1-minute intervals for five minutes and the charge

then fired, the exact time of firing being noted. Observations of temperature shall then be made

at intervals, depending upon the method to be used

for computing the cooling correction. When the temperature has reached its maximum and is falling

uniformly, a series of thermometer readings shaU

be taken at 1-minute intervals for five minutes to determine the final cooling rate.

15. After a combustion and after allowing the

gas to escape, the bomb shall be opened and the

inside examined for traces of unburned material or sooty deposit. If these are found, the observations

shall be discarded. If the combustion appears complete, the bomb shall be rinsed out thoroughly and

the washings titrated with a standard alkali solution

(1 cc = 0.02173 g HN03 =5 calories) using methylorange or methyl-red indicator to determine the amount of acid formed. A correction of 230 calories per gram of HN03 should be subtracted from the

total heat observed. An additional correction of 1,300 calories per gram of sulphur in the oil should

be made for the excess of difference in heats of formation of S02 and aqueous H2 S04 over the heat

of formation of aqueous HN03 .

COMPUTATION OF RESULTS

16. The following method of computation is rec- ommended to take the place of the Pfaundler or other similar formulas for computing the cooling

correction (radiation correction)

:

Observe (1) the rate of rise, rj of the calorimeter temperature in degrees per minute for five minutes

before firing; (2) the time, a, at which the last temperature reading is made immediately before firing;

(3) the time, b, when the rise of temperature has

reached six-tenths of its total amount (this point can generally be determined by adding to the temperature observed before firing, 60 per cent of the expected temperature rise, and noting the time at which this point is reached) ; (4) the time, c, of a thermometer reading taken when the temperature

change has become uniform some five minutes after

firing; (5) the final rate of cooling, r2 , in degrees per minute for five minutes.

Multiply the rate T\ by the time b-a in minutes

and tenths of a minute and add to this product (sub- tracted if the temperature was falling at the time a) the thermometer reading taken at the time a. Multiply the rate r2 by the time c-b and add this product (subtracted if the temperature was rising at the time c and later) to the thermometer reading

taken at the time c. The difference of the two ther- mometer readings thus corrected, provided the cor- rections from the certificate have already been

applied, gives the total rise of temperature due to the combustion. This, multiplied by the water

equivalent of the calorimeter, gives the total amount

of heat liberated. Divide this result, corrected for the heats of formation of HN03 and H2SO4 cberved

and for the heat of combustion of the firing wire,

when that is included, by the weight of the charge to

find the heat of combustion in calories per gram.

Calories per gram multiplied by 1.8 give the British thermal units per pound.

17. The permissible differences in duplicate de- terminations are as follows:

Per cent Same analyst 0.

3

Different analysts . 5 18. In practice, the time b-a will be found so nearly constant for a given calorimeter with the

59
503.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

usual amounts of fuel that b need be determined

only occasionally.

The results shall be reduced to calories per gram

or British thermal units per pound of oil. American Society for Testing Materials, tentative methods of sampling petroleum and petroleum

products, serial designation D270-27T; 1927. PURPOSE AND SCOPE

1. Samples are taken for the purpose of having

representative quantities, of economical and con- venient size, from a section, or from the whole of a

lot of material, for examination and test, so that an agreement may be reached in regard to the follow- ing:

(a) The extent of variation of qualities in different portions of the lot.

(5) The average quality of the whole lot of material.

2. These methods of sampling are for use in obtaining representative portions of stocks or ship- ments of petroleum and all petroleum products,

except gases.GENERAL CONSIDERATIONS

3. No set of directions for sampling, however

explicit, can take the place of judgment, skill, and

previous experience on the part of the persons actually engaged in the sampling and in the supervision

of the sampling. These directions are intended to supplement this experience and particularly to serve as a guide in the selection of the method which is to be used in common by each of two or more contracting parties.

4. The materials sampled may be graded as fol- lows:

(a) Crude or unrefined materials, such as petroleum from wells, pipe lines, and tanks.

(6) Semirefined materials, such as fuel oil, and

gas oil.

(c) Refined products, such as gasoline, lubricat- ing oils, and insulating oils. 5. For sampling purposes, material may be classi- fied as follows:

(a) Liquid materials, such as light crude oils, gas

oils, lubricating oils, and napthas.

(6) Semiliquid and highly viscous materials, such

as cylinder stocks and heavy fuel oils.

(c) Soft solid and semisolid materials, such as

asphalts, waxes, petrolatum, and greases.

(d) Lumpy solid materials, such as petroleum coke.

6. These methods apply to material in the fol- lowing types of containers:

(a) Cans or small containers (up to 10 U. S. gallons, inclusive).

(b) Drums or barrels.

(c) Tank cars or tank trucks.

(d) Shore tanks.

(e) Ship tanks or barge tanks.

(J) Pipe lines.

(g) Bags.

(h) Cakes.

(i) Bulk or loose form.

7. Samples are taken for the following types of

tests:

(a) General quality tests.

(6) Definite chemical and physical tests.

(c) Special quality tests.

8. Samples are used for one or more of the fol- lowing purposes:

(a) Visual examination.

(b) Laboratory test.

(c) Preservation for record.

(d) Check and referee tests.

9. Samples shall be marked, recorded, and handled

throughout in accordance with all the usual pre- cautions of the best laboratory technique.

DEFINITIONS

10. Average sample 30. —An average sample would

be one so taken as to contain parts from all sections

of the container or pipe in proportion to the volume

of each part.

11. All-levels sample 31

. —An all-levels sample is one obtained by submerging a closed sample container to a point as near as possible to the draw-off

level, opening it and raising it at such a rate that

it will be nearly but not quite full when withdrawn.

12. Upper sample.—An upper sample is one

taken at a point 10 per cent of the depth of a uniform

cross-section vessel or 10 per cent of the diameter of a horizontal cylindrical tank below the surface.

13. Middle sample.—A middle sample is one taken

at half the depth of the material.

14. Lower sample.—A lower sample is one taken

at a point 10 per cent of the depth of a uniform cross- section vessel or 10 per cent of the diameter of a

horizontal cylindrical tank above the bottom of the

vessel.

15. Composite sample.—(a) A composite sample is a mixture of upper, middle, and lower samples

containing, for vessels of different shapes, volume

proportions which correspond approximately to the volumes of the material at these levels, as follows:

Upper sample. Middle sample Lower sample.

Composite sample pro- portions

Uniform

cross- section

vessels

Parts

Horizontal

cylindrical tanks (assumed

full)

Parts

(b) For horizontal cylindrical tanks that are only

partially rilled, the simple geometrically proportioned sampling levels and composite sample mixtures stated above can not give samples that are

substantially proportionate to the volumes at the

different depths, unless the tanks are filled to at

least 80 per cent of the diameter. Each tank level may be worked out in accordance with the principle stated in section 10.

(c) In referee tests, a mutually satisfactory selec- tion of sampling levels and sample quantities at each level shall be mutually agreed upon if any

departure from the methods specified are to be

allowed.

(d) The following table gives a set of substantially correct sampling levels and sample quantities

for partially filled horizontal cylindrical tanks,

which may be used in the absence of other arrange- ments, employing values in the tabulation that lie nearest to the actual filling depth.

16. Continuous sample.—A continuous sample is one obtained from a pipe or conduit conveying the

3° It is practically impossible to obtain an average sample, except, perhaps, through a continuous sampling connection from a vertical run in a pipe line with specially constructed draw-off pipes, or by

vigorously agitating and stirring the contents of a vessel and drawing

off a sample while the contents are still agitated. Samples obtained by lowering and raising a bottle while allowing it to fill have been

considered average samples, but obviously the proportions are not

related to the tank volumes at the various levels.

3i The all-levels sampling method is widely used for ship tanks,

barges, and large shore tanks. The method can not, however, give an average or a strictly representative sample, not only because the tank volume may not be proportional to the depth and because the

operator can not move the sample container with a uniform speed, but also because the rate of filling the sample container is proportionate to the square root of the depth of immersion of the sample

container opening below the surface.

60
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 503.0

material, in such a manner as to give at all times a

representative average of all the sections and sec- tion velocities of the stream throughout the period

of transit.

17. Dipper sample.—A dipper sample is one taken

by interposing a dipper or collecting vessel into the path of a free-flowing stream, so as to collect a defi- nite volume from the full cross section of the stream

at regular time intervals, or at time intervals so varied as to obtain samples in proportion to the amounts being delivered.

18. Mixed sample.—A mixed sample is one obtained by mixing or vigorously stirring the contents

of the original container and pouring out or drawing

off the quantity desired.

19. Thief sample.—A thief sample is one taken by means of a sampling tube from a specified point in the containing vessel being sampled.

Sampling levels and sample quaritities for partially

filled horizontal cylindrical ia?iks

Liquid depth, percentage

of diameter

Sampling level, per- centage of diameter above bottom

Quantity of sample to be taken at each sampling level

Upper Middle Lower Upper Middle Lower

Part Parts Parts

10 5 10 20 10 10 30 20 10 6 4 40 25 10 7 3 60 30 10 8 2

60... 55 35 10 8 1 70 65 40 10 8 1 80 75 45 10 8 1 90 85 50 10 8 1 100 90 50 10 8 1

20. Drain sample.32—A drain sample is one taken

by opening the draw-off or the discharge valve and

drawing off a suitable portion of the material.

21. Bottom sample.32—A bottom sample is one ob- tained by collecting a portion of the material lying on the bottom surface of the tank, container or line at its lowest point.

22. Borings sample.—A borings sample is one ob- tained by collecting the chips made by boring holes with a ship auger from top to bottom of the material contained in a barrel, case, bag, or cake.

23. Grab sample.—A grab sample is one obtained

by collecting representative portions from loose

solids in equal quantities from each part or package

of a shipment, in sufficient amount to be representative of all the sizes and components.

24. Official samples shall be taken by or under the immediate supervision of a person of judgment,

skill, and previous experience in sampling.

25. The portions taken for samples shall represent the general character and average condition of the

lot sampled.

26. If there is any substantial reason indicating that a sample or set of samples may not be fully

representative, another sample or set of samples

shall be taken.

27. Great care and good judgment are necessary in taking and handling samples from crude or unrefined

materials not only because of possible segregation,

sludging, and volatilization, but because of the bearing upon value, refining problems, and methods of handling.

3! Occasionally, as in tank cars, the drain sample will also give a bottom sample. Drain samples and botton samples are usually taken only in order

to examine for moisture sludge, scale, etc., and in some eases for the purpose of drawing off any free water or extraneous material.

28. A high degree of care shall be employed in handling samples from semirefined materials upon which

definite chemical and physical tests are usually

made.

29. The utmost precautions and the most meticulous care shall be exercised in handling samples from

refined products, upon which special quality tests are usually made.

30. For all grades of materials, precautions shall be

taken to assure that the sampling apparatus and the samples themselves are neither contaminated with

nor altered by any material not representative of the

lot being sampled.

31. The operator engaged in sampling shall have

clean hands, free from any material (unless it be the

material being sampled). Cleaned gloves may be

worn, but only when absolutely necessary, as in ex- tremely cold weather, or in handling materials at high

temperatures, or materials involving some health or other hazard.

32. The sampling apparatus shall be thoroughly

clean and dry, and free from any substance that will dissolve into and/or color water-white gasoline. Note.—Exception: Crude and dark-colored semirefined materials

(such as dark-colored fuel oils) when fluid enough to drain completely from sampling apparatus (Saybolt universal viscosity less than 250

at 100° F.) may be sampled repeatedly with apparatus that has been hung up and thoroughly drained. 33. Samples shall be permanently marked (pref- erably with a pencil hard enough to dent the

paper) 33 immediately after collection with the date,

also the hour and minute for continuous and dipper

samples, name of the sampler, name or number and owner of vessel, barge, car, or container; material sampled, and a reference symbol or number. Thin

aluminum strips stamped with the sample number

and other information are acceptable. The ref- erence symbol or number and other markings should be entered in a bound record book.

34. Sample containers shall be closed immediately

after collection. Sample containers shall be of such

types as will protect the sample from contamination

or deterioration. Specific precautions shall be taken

as follows: . (a) Corks, for bottles, shall be clean, free from

holes and loose bits of cork.

(6) Sealing wax, or paraffin, shall not be poured

over corks after filling.

(c) Light-sensitive samples, when placed in bottles

shall be wrapped or otherwise covered at once, to protect them from light.

(d) Tin cans with screwed or overlapped and

soldered caps are acceptable, but only if the inside has been scrupulously cleaned and known to be

free from dirt, water, washing compounds, naphtha

or other solvents, soldering flux or acids, corrosion,

rust, and pinholes.

(e) Refined materials should be further protected

by covers of paper or metal foil over the stopper and

top to keep moisture and dust away from the filling and emptying opening, and to protect it from contact with the hands. Covers also prevent sealing

substances, such as wax or paraffin, from getting on the lip when the seal is made or later opened, and

so getting into the sample when it is poured out.

(J) Samples shipped by mail, express, or messenger

shall be well packed to avoid spillage, leakage,

breakage, and loss by evaporation or alteration while in transit. 35. Volatile samples shall be protected from

evaporation while being collected, particularly in the

case of continuous and dipper samples, and at once

placed in closed containers.

36. Samples shall (if possible) be taken at the time of loading of a shipment and at the point of

i Soft pencil and ink markings are liable to obliteration from

moisture, handling, or smearing with oil. .

61
503.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

origination of a shipment. When sampling at the

point of origin has not been provided for, or is not

feasible, then the sampling shall be carried out as soon as possible after receipt of the shipment.

37. Shipments consisting of a number of separate

packages, such as cans, drums, barrels, or boxes,

shall have a number opened and sampled equal to the cube root (or the next larger whole number)

of the total number of packages in the lot. 38. (a) Individual liquid samples.—Individual

liquid samples taken with a beaker, bottle or dipper

shall be approximately 1 quart or 1 liter.

(b) Composite liquid samples.—Composite liquid

samples taken from vessels of all kinds and sizes shall be at least 5 quarts (or 5 liters) for vessels of uniform cross section and 10 quarts (or 10 liters) for horizontal cylindrical tanks.

(c) Gross liquid mixed cargo samples.—Gross liquid

mixed cargo samples taken from the various ship

tanks shall have a total gross amount corresponding

to the number of tanks; that is, multiples of 5 to 10 quarts, depending on the tank shapes.

(d) Liquid samples taken by the continuous method

or by the dipper method.—Liquid samples taken by

the continuous method, section 50, or by the dipper

method, section 53, shall be approximately 0.1 per

cent of the total quantity shipped, but not less than

5 U. S. gallons (or 20 liters) nor more than 40 U. S. gallons (or 160 liters).

(e) Soft solid samples (waxes, etc.).—Soft solid samples taken by the borings method, section 62,

shall consist of three sets of borings three-fourths inch

in diameter and approximately the depth of the

material.

(J) Lumpy solid samples.—Lumpy solid samples

taken by the grab method, section 65, shall be

equivalent to approximately 0.1 per cent of the lot, but not less than about 50 pounds (25 kg) nor more

than 1,000 pounds (500 kg).

(g) Subdivision of gross samples.—Subdivision of gross samples shall be carried out in the laboratory

and should be performed by someone from the lab- oratory staff, rather than by the person who origi- nally took the samples. The subdivision shall be

carried out in accordance with careful laboratory

practice and the detailed directions given as a part

of the procedure for each method.

CHOICE OF SAMPLING METHODS

39. (a) Where standard or tentative standard

methods for sampling of the American Society for Testing Materials are already in existence, they

shall be followed in detail in addition to the more

general requirements appearing in these methods,

and shall supersede them if there is a conflict. Note.—Specifically this includes the following methods of sampling of the American Society for Testing Materials: D21 (see 501.0, p. 4), D271 (see 601.0, p. 8), D140 (see 505.0, p. 128).

(6) Where special conditions exist in regard to the

quality of the material and/or the method of test, and particularly when existing standard or tentative standard methods of tests of the American Society

for Testing Materials call for special precautions or methods for sampling, they shall be followed in detail in addition to the requirements appearing in these methods and shall supersede them if there is a conflict. Note.—Specifically this includes the following methods of test of the American Society for Testing Materials: D117 (see 504.8, p. 115), D217 27 T (see 504.0, p. 101), D128 (see 504.0, p. 93). 40. Alternative methods for sampling shall be employed only after a mutually satisfactory agreement

shall have been reached by persons authorized to act on this question. The agreement shall be put

in writing and signed by competent officials.

41. Liquid materials may be sampled by the

bottle or beaker, thief, continuous, or dipper method,

in accordance with the type of container, as de- scribed below:

(a) Tank cars, tank trucks, shore tanks, ship

tanks, and barge tanks shall be sampled by the

bottle or beaker method as described in sections 45,

46, and 47 for upper, middle, and lower samples

(sees. 12, 13, and 14), from which a composite sample for all referee tests shall be made up in accord- ance with section 15. The all-levels sample (sec. 11) is convenient in practice but shall be employed for routine work only.

(6) Pipe lines shall be sampled by the continuous

method as described in sections 48, 49, and 50.

(c) Small pipe lines (approximately 2 inches in diameter or less) ending in an open discharge, or where an open discharge is permissible, may be

sampled by the dipper method as described in sec- tions 51, 52, and 53. In the absence of an open

discharge, a larger diameter pipe nipple may be

placed in a vertical section of the pipe line and the continuous method used as described in sections 48,

49, and 50.

(d) Cans, drums, or barrels shall be sampled by

the thief method as described in sections 54 to 59, inclusive, except that small cans, 1 gallon or less, may be taken complete. Containers shall have

their contents thoroughly mixed by being rolled or shaken to allow the taking of a mixed sample (sec. 18) with the thief. 42. Semiliquid materials shall be warmed till they

are sufficiently fluid to be sampled as liquid materials as described in section 41. 43. Soft solid materials shall be sampled by the

borings method as described in sections 60, 61, and

62.44. Loose, lumpy, solid materials shall be sampled

by the grab method as described in sections 63, 64, and 65. BOTTLE OR BEAKER SAMPLING

45. The bottle or beaker method of sampling is applicable to the following types of containers:

(a) Tank cars and/or tank trucks, (6) shore tanks,

and (c) ship tanks and barge tanks. APPARATUS «

46. The sampling bottle and sampling beaker

shall be made substantially in accordance with

the form and dimensions shown in Figure 27, with

the size of opening as follows:

Class of material

Heavy crudes and fuel oils_ Light crudes and full cargoes of Diesel fuels, distillates or nontransparent gas oils Heavy lubricating oils Light lubricating oils, kerosene, gasoline, transparent gas oils, also part cargoes of Diesel fuel, distillates or nontransparent gas

oils..

Size of opening

Weighted

sampling

bottle

Inches

1H

Weighted

sampling

beaker

Inches1H

PROCEDURE

47. The following instructions shall apply to a

substantially full tank:

(a) An upper sample shall be taken by lowering

the weighted stoppered bottle or beaker till its

34 Adapted from Instructions for Measuring, Sampling and Testing Bulk Oil Cargoes, Standard Oil Co. of New Jersey, pp. 20-22;

1926.

62
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 503.0

mouth is 10 per cent of the depth of a tank of uni- form cross section or diameter of a horizontal cylindrical tank below the surface, uncorking it by a

quick jerk, allowing it to fill completely, as evi- denced by cessation of air bubbles, and then immediately withdrawing it.

(£>) Three middle samples shall be taken in a

similar manner from a tank of uniform cross section

ship tank, or barge tank shall be combined into a

composite sample.

(e) The composite samples taken with the beaker

from the various ship tanks shall be combined into a mixed cargo sample for: All unfinished products,

including crude oils and bunker fuel; and full cargoes of Diesel fuel, distillates, and nontransparent

gas oils.

Copper

Wire Handle picmeter-*

LugsJ"

Diameter^

Copper • Wire'

Body, IS-oz Copper~>

SheetLead,

pin mm

(Threadedat pv jr|§

Boftom)My\\M

i-Cork

Washer

Detail of Cork Arrangement.

Weighted Beaker.

Mote * This Container Should be Used when one Composite Sample

is desired for each Grade of Cargo,

Sheet- Lead

Case, Vthick-

^Diameter

Holes in each

Corner ofBottom

forDrainaqe--'' 3^

Weighted Bottle.

Note: This. Bottle to be used for Obtaining the IndividualSamples when individual Samples

are to be kept Separate, that is whenever

the Sample must be delivered to the Labora- tory in the same Container in which it was

contained. Figure 27.

Standard sampling containers for bottle or beaker sampling

and eight middle samples from a horizontal cylindrical tank with the bottle or beaker mouth lowered

to the middle of the tank.

(c) A lower sample shall be taken in a similar manner with the bottle or beaker mouth lowered

to a point 10 per cent of the depth of a tank of uni- form cross section or diameter of a horizontal cylindrical tank above the bottom of the tank.

(d) The upper, middle, and lower samples from

each tank car, tank truck, shore tank, individual

(f) The beaker samples shall be poured as taken

into a clean 5 or 10 gallon can, or cans, and the cans

closed and covered, labeled, and delivered to the

laboratory, shaken or mixed with the churn-dasher

type of stirrer (sec. 49 (o)), and portions withdrawn

by means of a thief for test.

(g) The composite samples taken with the bottle from the various ship tanks shall be kept separate

and delivered separately to the laboratory for all finished products, including gasoline, kerosene,

63
503.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

lubricating oils, and transparent gas oils; and part

cargoes of Diesel fuel, distillates, and nontrans- parent gas oils. (k) The bottle samples shall all be delivered to the laboratory in the bottle in which they were taken.

(i) When loading or discharging any finished product, samples shall also be taken from the shore tanks and at frequent intervals from the shore pipe

line on the dock. These samples shall also be tested whenever it seems advisable.

(a) For semiliquid materials, the receiver, or

receivers, shall be kept warm by means of steam

coils adjusted to keep the material just above the

liquefying temperature.

(b) The receiver, or receivers, should be kept

covered and closed except for their vents and filling stream openings, or pipes.

(c) Screens of larger area than the openings may

be placed around the ^-inch pipes or }4-inch screen

fittings inserted in the drip lines.

Figure 28.Continui

« (j) A portion of all samples from all shipments

shall be fully labeled and kept in storage until the

final disposition of the material.

(/c) Ship and barge tanks should be sampled not

only immediately after loading, but also before dis- charging.

CONTINUOUS SAMPLING

48. The continuous method of sampling is applic- able to the following conditions and types of containers: (a) Pipe lines, (b) filling lines, and (c) transfer lines. APPARATUS

49. (a) The continuous sampling connection shall be constructed and installed in accordance with the form and dimensions shown in Figure 28.

Perforations tin. in Diameter. Figure 29.

Churn dasher type of stirrer

(b) The churn-dasher type of stirrer shall con- form to the form and dimensions shown in Figure 29. PROCEDURE

50. The three plug cocks shall be opened, as nearly as possible, to the same angle of opening, so that a steady stream is drawn off from each cock

and at such a rate as will allow about 0.1 per cent

of the stream to be diverted during the passage of the lot being sampled, but not more than 40 U. S. gallons. The following precautions should be

observed:

is sampling connection

(d) A pipe cap with a suitable orifice hole may be

substituted for the cocks, where the orifice size has

been predetermined so as to give the right amount

of sample.

(e) The gross continuous sample as collected shall be stirred with the churn-dasher type of stirrer, or mixed by rolling or shaking, and then sampled by means of a thief to get a 1-quart sample, or more

where larger quantities may be desired and are

called for. DIPPER SAMPLING

51. The dipper method of sampling is applicable

where a free or open discharge of a stream exists or can be obtained readily, as follows: (a) Small filling and transfer pipe lines (2 inches in diameter or

less), and (6) package, can, or barrel filling apparatus. APPARATUS

52. The dipper shall have a flared bowl holding

approximately 1 quart (or 1 liter) and a handle of any convenient length. Tinned steel is acceptable.

PROCEDURE

53. (a) The dipper shall be inserted in the free flowing part of the stream, collecting a sample from

the full cross section of the stream at regular intervals, and the sample collected poured into a clean can of a convenient size, such as 5 or 10 gallon

capacity.

(6) If the pumping or delivery rate varies, the samples shall be taken at time intervals so chosen

as to give a sample for equal pumped quantities.

(c) The container into which the individual dipper samples of approximately 1 quart each are poured shall be kept closed and covered except

when the close-fitting lid and cover are lifted to pour in the dipper sample.

(d) The gross amount of material collected should be about 0.1 per cent of the quantity trans64
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 503.0

ferred, arid the time intervals should be so chosen

as to correspond, but not less than 5 gallons nor more than 40 gallons should be collected.

(e) The 5 or 10 gallon can shall be closed and

covered, labeled, and delivered to the laboratory,

where it shall be shaken or mixed with the churn- dasher type of stirrer and portions withdrawn by means of a thief for test. THIEF SAMPLING

54. The thief method of sampling is applicable

to the following types of containers: (a) Cans, (6) drums or barrels, and (c) tank cars. APPARATUS

55. (a) A convenient and simple thief (see fig. 59,

p. 115) for use with 50-gallon drum containers may

be made of tinned steel as follows: Length 36 inches and diameter l}i inches, with cone-shaped caps over the ends and having openings at the ends

three-eighths inch in diameter. Three legs equally

spaced around the thief at the bottom, long enough

to hold the opening one-eighth inch from the bottom of the container being sampled, aid in se- curing a good representative sample. Two rings soldered to opposite sides of the tube at the upper end will be found convenient for holding the thief by slipping two fingers through them, leaving the thumb free to close the opening. For tank cars a

thief employing a trap at the bottom may be used.

(6) When sampling a shipment of oil enough

thiefs should be provided to insure drainage of each before it is used a second time. For obtaining

only a few samples two or three thiefs are enough,

but for sampling a car lot of drummed oil six or more are desirable.

56. Tin cans or clear glass cork-stoppered bottles

in cartons may be used. Containers shall be

thoroughly clean and dry.

Note.—The glass bottle offers the advantage that it may be examined to see that it is clean. It also allows visual inspection of the oil before testing, particularly as regards free wat<-r and solid impurities. However, if samples are placed in glass bottles, they

shall be kept in the dark until the portions are removed for testing

for color and sludge-forming characteristics, as light produces changes

in these properties. Rubber stoppers should never be used with the

glass containers. Only good quality cork should be used with a new cork for each sample. Contact of the oil with the cork may be prevented by means of wrapping around the cork before forcing into the mouth of the bottle some metal foil or a similar material not attacked by oil. The tin can fitted with a screw cap protected with a nonabsorbent gasket will endure harder usage. Tin cans should be soldered on the exterior surfaces. 57. All thiefs and sample receptacles shall be

thoroughly^ cleaned before using, special care being taken that no lint or other fibrous material remains in or on them.

Note.—It is suggested that the thiefs be cleaned by rinsing with

oil-free gasoline and dried in the hot cabinet (see sec. 58) before using. The best procedure is to rinse them after the sampling has been

finished and then place them in the hot cabinet. They will in this way be ready for use without further cleaning when the next ship- ment is to be sampled. AH sample containers before using should be rinsed with oil-free gasoline and dried. They should then be washed with strong soapsuds, rinsed thoroughly with water, and then dried in an oven at 105° to 110° C. A similar washing will be sufficient for reuse of the containers for samples of new oil, but those for used oil should be washed

with both gasoline and benzol before using soapsuds. Containers which are not thoroughly clean and dry are likely to contaminate

the sample of oil and cause misleading results in some of the tests. 58. When not in use, all sampling apparatus

should be kept in a hot, dry, dust-free cabinet or compartment at a temperature of not less than

38° C. (100° F.). Containers for samples, after washing and drying as indicated in section 57, shall be kept unstoppered while in the oven or hot cabinet,

but shall be closed immediately after they are taken out of the hot cabinet. However, it is per- missible to prepare containers in advance, leaving

them in the 105° to 110° C. oven until dry, then

removing, corking or capping and sealing by dipping

the neck into melted paraffin wax. Bottles shall, before dipping, have cork and neck wrapped with

paper, securely tied. If this procedure is followed, before removing the cork or cap preparatory to

filling the bottle or can with the sample, care shall be taken to remove the paraffin so as to prevent its contaminating the sample. Thiefs shall be kept

at all times in a vertical position in the hot cabinet

in a rack having a suitable drainage receptacle at the base. PROCEDURE

59. (a) Drums and barrels of oil to be sampled

should be lined up preferably on the side and

numbered, bungs up. The bungs shall be unsealed and removed and laid with the oily side up beside

the bungholes. The unstoppered sample receptacle

may be placed on the opposite side of the bungholes. The top hole of the thief shall be left open, and the thief thrust to the lowest point of recess of the container. When the thief is filled, it shall be

closed, the thief quickly withdrawn and the contents allowed to flow into the sample receptacle. The

lower holes shall not be closed with the fingers of the other hand. The free hand shall be used to guide the stream of oil by touching the thief only

as necessary. The oil shall not be allowed to flow over the hand or fingers before it flows into the sample receptacle, nor shall any excess be allowed

to flow over the drum and back into the drum

i< /2. — .»i

i ^ — IB . —>i Note • Greater Overall Length*, may be obtained when necessary to pass

entirely through the Material to be sampled. Figure 30.

Improved ship auger

through the open bunghole. When the sample

receptacle is filled, it shall be closed quickly and

the bung replaced in the container and tightened.

The sample receptacle shall be taken to the

testing laboratory as quickly as feasible.

(b) Drums or tank cars, etc., of oil shall not be

sampled until the oil is at least as warm as the sur- rounding air. Electrical insulating oil is not

hygroscopic, but cold oil may condense enough

moisture on the surface from a humid atmosphere

to seriously affect its insulating properties.

(c) Samples shall not be taken in a place exposed

to rain and precautions shall be taken during sampling to protect both the material being sampled

and the samples themselves from moisture and dust.

(d) Electrical insulating oil samples shall be taken

only after the oil in the original container has been

allowed to settle undisturbed for eight hours.

(e) The containers for oils other than electrical insulating oil shall have their contents thoroughly

mixed by being rolled or shaken, so that a mixed

sample may be taken with the thief. BORINGS SAMPLING

60. The borings method of sampling is applicable

to wax and soft solids in cases, cakes, bags, or

barrels when the\r can not properly or conveniently

be melted and sampled as liquids. APPARATUS

61. The ship auger shall be three-fourth inch in diameter and shall conform to the form and dimensions shown in Figure 30, and be of such a length as

to pass entirely through the material to be sampled.

65
503.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

PROCEDURE

62. (a) Opening.—Cases and barrels shall have

the covers or heads removed. Bags shall have the mouths opened. Cakes shall have the wrappings,

if any, opened.

(b) Foreign matter.—If foreign substances, such

as dirt, sticks, string, etc., appear upon the surface, they shall be removed. Foreign matter found in the interior shall be included, as it may come with

the borings.

(c) Boring hole location.—Three test holes shall be bored through the body of the material as follows: One at the center, one at one-quarter of the diameter (or width of the package) from the right

side, and one at one-quarter of the diameter (or width of the package) from the left side.

(d) If any visible differences appear in the three

sets of borings, they shall be preserved, examined,

and tested separately.

(e) If no visible differences appear in the borings

they may be combined, preserved, examined, and

tested as a single sample, but this shall be done only

after the three sets of borings have been delivered

to the laboratory and by the laboratory tester.

(J) Subdivision.—If subdivision of the borings is desired, they may be chilled, pulverized if necessary

for handling, mixed, and quartered till reduced to the amount desired after their receipt in the laboratory. This subdivision shall not be done in the

field by the sampler.

GRAB SAMPLING

63. The grab method of sampling is applicable

to all lumpy materials loose in bins, bunkers, or carried in sacks, barrels, or boxes. APPARATUS

64. A shovel if employed for sampling (see A. S. T. M. D140, 505.0, p. 128) may be of any convenient

size, but should have a width at least twice as great

as the maximum dimension of the largest pieces

sampled. PROCEDURE '»

65. (a) Solids are almost always heterogeneous in constitution. It is impossible to give absolutely

definite and arbitrary methods for obtaining samples. Each problem must be worked out for itself, bearing in mind the particular conditions.

(b) It is usually preferable to take samples during

the unloading of cars or during transit of the material in conveyors. In such instances, a number of small samples should be taken at frequent and regular intervals from the material in transit and these samples combined to form a representative combined sample.

(c) Occasionally, solids are tested as received in bags or barrels. In such instances it is desirable to take a small sample from a number of packages

selected at random and equivalent in number to the cube root (or the next larger whole number) of the

total number of packages in the lot.

(d) Generally, samples taken from the bulk, in

piles or cars, are unreliable and not representative.

Where it is necessary to take such samples before the unloading of the car, small samples should

preferably be taken from at least 12 spots through- out the bulk, and these small samples collected to form the representative combined sample. In tak- ing such small samples, it is desirable to take 8 samples from the corners of the car, 4 near the bottom,

M The Standard Method of Sampling Coal, serial designation D21

(see 501.0, p. 4), gives very full instructions and may be very helpful

in directing the sampling of any loose bulk material.

and 4 near the top of the material. To those should

be added 4 samples from the center of the car, 2 at the top and 2 near the bottom of the material.

(e) The combined sample taken by any of the above methods should be in amount at least 0.1 per

cent of the total bulk of material sampled. These

combined samples should be carefully mixed and

reduced in size to a convenient laboratory sample,

by the standard method of quartering. In carrying out this quartering, a hard, clean surface should be

selected, free from cracks and protected from rain, snow, wind, and beating sun. Cinders, sand, chips

from the floor, or any other material shall be avoided. The sample shall be protected from loss or gain in moisture or dust. The combined sample should be

carefully mixed, spread out on the surface into a

circular layer, and divided into four equal quadrants.

Two opposite quadrants should be combined to form

the representative reduced sample. If this sample

is still too large for laboratory purposes, the quartering operation shall be repeated. In this manner, the sample shall finally be reduced to a size suitable for handling in the laboratory.

(J) The use of a riffle sampler, as described in A. S. T. M. D271 (see 501.0, p. 8), is also recom- mended, with proper precautions against loss of dust, for subdivision in the laboratory.

American Society for Testing Materials, proposed

tentative method of test for the determination of autogenous ignition temperatures, serial designation D286-28T, 1928. (See 502.2, p. 42.) American Society for Testing Materials, tentative method of test for gravity of petroleum and petroleum products by means of the hydrometer, serial designation D287-28T, 1928. (See 502.0, p. 32.) Federal Specifications Board, specification 2d, United States Government master specification for lubricants and liquid fuels. (This specification, containing detailed requirements, methods of testing and methods of sampling,

is published by the United States Government

Printing Office as Technical Paper 323 B, Department of Commerce, Bureau of Mines. The specification includes test methods, listed numerically,

which are given below.)

METHODS OF TEST FOR LUBRICANTS AND LIQUID

FUELS

No. 1. Color of refined petroleum oil by means of Saybolt chromometer; A. S. T. M. method

D156-23T. (See 503.0, p. 54.) No. 2. Color of lubricating oil by means of union

colorimeter; A. S. T. M. method D155-23T. (See

504.0, p. 96.) No. 3. Cloud and pour points; A. S. T. M.

method D97-28. (See 502.2, p. 40, omitting centi- grade thermometer specifications.) No. 4. Viscosity of petroleum products and

lubricants; A. S. T. M. method D88-26. (See

503.0, p. 47.) No. 5. Penetration of greases and petrolatum;

A. S. T. M. method D217-27T. (See 504.0, p. 101.) No. 6. Distillation of gasoline. This method is similar to A. S. T. M. method D86-27. (See

503.0, p. 44.) No. 7. Distillation of kerosene. This method is similar to A. S. T. M. method D86-27. (See

503.0, p. 44.) No. 8. Flash point of volatile flammable liquids

by the tag closed tester; A. S. T. M. method D56-21.

(See 503.0, p. 43, omitting centigrade thermometer

specifications.) No. 9. Flash point by means of the Pensky- Martens closed tester; A. S. T. M. method D93-22.

(See 503.0, p. 49, omitting centigrade thermometer

specifications.)

66
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 503.0

No. 10. Flash and fire points bv means of open

cup; A. S. T. M. method D92-24. "(See 504.0, p. 90, omitting centigrade thermometer specifications.) No. 11. Flock test for kerosene.

Apparatus and Procedure

Place 300 cc of the sample in a 500 cc Florence or Erlenmeyer flask (after filtering if it contains sus- pended matter). Suspend a thermometer in the oil by means of a cork slotted on the side, and place the

flask containing the oil in a sand bath or on an electric hot plate. Heat at such a rate that the oil will reach a temperature of 240° F. at the end of one

hour. Hold the oil at a temperature of not less than

240° F. nor more than 250° F. for six hours. Give

the flask a slight rotary motion, and if any flock is seen rising from the bottom the test shall be reported

as positive. Discoloration of the oil shall be

disregarded. No. 12. Flock test for mineral seal oil.

Apparatus and Procedure

Place 300 cc of the sample in a 500 cc Florence or Erlenmeyer flask (after filtering if it contains sus- pended matter). Suspend a thermometer in the oil by means of a cork slotted on the side, and place the

flask containing the oil in a sand bath, or on an electric hot plate. Heat the oil at the rate of 10° F. per minute to a temperature of 450° F. and hold at that temperature for 15 minutes. Give the flask a

slight rotary motion, and if any flock is seen rising

from the bottom the test shall be reported as positive. Allow the flask to cool for one hour and again

examine for flock. Discoloration of the oil shall be

disregarded. No. 13. Wick feed test.

Apparatus

1. An oil container, made of brass, capacity about

1 quart, fitted in the center with a brass tube of onehalf inch internal diameter, which serves as an oil- way and which feeds into a graduated glass cylinder.

(See fig. 31.)

2. A wick composed of eight strands of worsted

zephyr of the best quality, pure, long-fiber, cream

white fine wool, thoroughly washed, scoured, and

carded; not dyed nor subjected to any chemical

process. Strands shall be 4-ply, soft-spun, and

twisted. The separate plies shall be of uniform

thickness throughout their entire length.

3. A wick support in the form of a hook of copper

wire which grips the outlet end of the wick below

the level of the oil as is the usual manner in a wick

feed.

Procedure

4. Dip the wick in the oil and place it in position

and fill the oil container so that the lift of the wick

is one-fourth inch. Maintain the lift at from onehalf to one-fourth inch during the test. Measure

the flow of oil at the end of 24 and 48 hours and

again at the end of 14 days. No. 14. Burning test for long-time burning oil for railway use; A. S. T. M. method D219-27. (See

503.7, p. 89.) No. 15. Burning quality of mineral seal oil. This

method conforms in general with A. S. T. M. method

D239-27. (See 503.6, p. 87) No. 16. Burning test for kerosene (16 hours).

This method conforms in general with A. S. T. M.

standard method D187-27. (See 503.5, p. 85.) No. 17. Water in petroleum products and other bituminous materials; A. S. T. M. method D95-28.

(See 502.2, p. 38.) No. 18. Sediment,

Apparatus Alundum (porous grade) thimbles,30 1 inch in diameter by 2% inches high, weighing not less than

15 nor more than 17 g. Extraction apparatus (see fig. 32) of such construction that the thimble is completely surrounded

by the vapor of the boiling solvent. Siphon extractors must not be used.

Procedure Place approximately 10 g of the sample in the previously extracted and dried, accurately weighed

thimble and weigh to ±0.01 g, place in the extraction apparatus, and extract with 90 per cent benzol

until the solvent dropping from the thimble is colorless. Dry the thimble for one hour at 105° C. and weigh to ±0.0001 g. Repeat the extraction

until the weight of the dried thimble and sediment

is constant. ^ Note.—The rate of extraction shall be such that the mixture of oil and benzol in the thimble does not rise to within one-fourth inch of the top. No. 19. Water and sediment by centrifuge; A. S. T. M. method D96-28. (See 502.2, p. 39.) No. 20. Water by centrifuge.

Apparatus

1. The apparatus shall be the same as in No. 19.

Procedure

2. Exactly 40 cc of 90 per cent benzol shall be

measured into each of two centrifuge tubes, and

exactly 20 cc of the oil to be tested shall then be

added to each. The centrifuge tubes shall be tightly

stoppered and shall be shaken vigorously until the contents are thoroughly mixed.

3. The two centrifuge tubes shall then be placed

in the centrifuge on opposite sides and shall be

whirled at a rate of 1,400 to 1,500 r. p. m., or the

equivalent, for 10 minutes. The volume of water

at the bottom of each tube shall be read and re- corded, estimating to 0.1 cc if necessary. The centrifuge tubes shall then be replaced in the centrifuge,

again whirled for 10 minutes as before, and re- moved for reading the volume of water as before. This operation shall be repeated until the volume of water in each tube remains constant for three consecutive readings.

4. The volume of water shall be read on each

tube, estimating to 0.1 cc if necessary, and the average percentage of water in the sample calculated. No. 21. Precipitation number of lubricating oils; A. S. T. M. method D91-29T. (See 504.0, p. 90.) No. 22. Emulsion Test at 130° F.

Apparatus

1. A 100 cc graduated cylinder, to l}i inches

inside diameter.

2. An oil or water bath for maintaining the contents of the cylinder at the specified temperature.

The line of the bath liquid shall not be lower than

the 85-cc mark on the graduated cylinder.

3. A paddle consisting of a copper plate 4% inches

long, between three-fourths and seven-eighth inch

wide, and one-sixteenth inch thick.

4. Means for revolving this paddle about a vertical axis parallel to and midway between its two

longer edges and for keeping the speed fairly constant at 1,500 r. p. m.

5. A stop so arranged that when the paddle is lowered into the cylinder the distance from the bot- tom of the paddle to the bottom of the cylinder will be about one-fourth inch.

" Alundun thimbles listed by the Norton Co., Worcester, Mass.,

as 5163RA98, have proved satisfactory.

67
503.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Procedure

6. Place 40 cc of the emulsifying liquid in the 100

cc graduated cylinder and add 40 cc of the oil to be tested. (See fig. 33.)

7. Heat the cylinder by means of the bath to 130° F.

8. Stir by rotating the paddle for five minutes at a speed of 1,500 r. p. m., stop the paddle, withdraw

from the cylinder, and wipe clean with the finger

Apparatus and Procedure The apparatus and proce'dure are the same as in No. 22 except that paragraphs 7 and 9 shall read

:

7. Heat the cylinder by means of the bath to 180° F.

9. Allow the cylinder to stand at 180° F. for the

specified time and then inspect. No continuous

layer of emulsion shall remain. No. 24. Demulsibility at 130° F.

i J1

Figure 31.

Wick-feed test apparatus, as used by the United States Naval

Engineering Experiment Station, Annapolis, Md.

a, 1-inch brass hinge; 6, Mo-inch sheet brass; c, H-inch (inside diameter) brass tube; d, %-inch steam pipa

or rubber policeman, returning to the cylinder as Apparatus much of the emulsion as possible. Same as in No. 22.

9. Allow the cylinder to stand at 130° F. for the

specified time and then inspect. No continuous roce ure layer of emulsion shall remain. 6. Place 27 cc of the oil to be tested and 53 cc No. 23. Emulsion test at 180° F. of distilled water in the cylinder.

68
COAL, PETROLEUM, ASPHALT, AND MINERAL "WAX 503.0

7. Heat the cylinder by means of the bath to 130° F.

8. Stir by rotating the paddle for five minutes at a speed of 1,500 r. p. m., stop the paddle, withdrawing from the cylinder, and wipe clean with the

Figure 32.Extraction apparatus for deter- mination of sediment

a, Extraction flask; 6, condenser; c, extraction thimble;

<J, solvent; e, top of hot plate.

finger or rubber policeman, returning to the cylinder

as much of the emulsion as possible.

9. Keep the temperature of the cylinder constant

at 130° F.

10. Take readings every minute of the position

of the line of demarcation between the topmost

layer of oil and the adjoining emulsion. Take the

first reading one minute after stopping the paddle.

With oils which act normally the rate of settling out of the oil increases up to a maximum and then

decreases, and the maximum value in cubic centi- meters per hour is called the " demulsibility " and is recorded as the numerical result of the test. Each

rate of settling is the average rate calculated from

the time of stopping the paddle to the time of reading, as shown in the following condensed table:

Rate of settling

Time

Time

since stopping paddle

Reading

at interface between

oil and

emulsion

Oil

settled out

Rate of

settling per hour

Minutes cc cc 9.50 80

9.55 5 77 3 36

10.02 12 67 13 65

10.05 15 63 17 63

10.10 20 61 19 i57-

The demulsibility in this case would be 68, the

highest value in the last column. When the maximum rate of settling has not been reached at the

Figure 33.Essential features of emulsifier end of one hour the test is discontinued and the demulsibihty taken as the number of cubic centimeters that settled out in the hour. No. 25. Demulsibility at 180° F.

Apparatus and Procedure The apparatus and procedure are the same as in No. 24, except that paragraphs 7 and 9 shall read:

7. Heat the cylinder by means of the bath to 180° F.

69
503.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

9. Keep the temperature of the cylinder constant

at 180° F. No. 26. Emulsion test for soluble cutting oils. In

a 4-ounce oil sample bottle or similar vessel place 95 cc of distilled water and add thereto 5 cc of the

oil. Agitate vigorously for one minute at room

temperature (70° to 90° F.). After standing for one hour no separation whatever shall have occurred. No. 27. Protection test. Coat a clean polished

steel plate 2 inches long, one-half inch wide, and

one-eighth inch thick by immersing it in the sample

to be tested, which has been heated to a temperature of 212° F. Remove the plate while it is still hot, allow to cool in a vertical position, and suspend

vertically within a 10 per cent salt solution at room

temperature for 30 days. At the end of this time

rinse with gasoline and examine for corrosion. No. 28. Carbon residue of petroleum products

(Conradson carbon residue, modified) ; A. S. T. M.

method D189. (See 504.0, p. 100.) No. 29. Reaction test. Place 50.cc of the sample

and 15 cc of distilled water in a 150-cc flask. Warm

to 150° F. and shake thoroughly. Allow the mixture to cool and transfer 5 cc of the aqueous layer

to each of two test tubes by means of a pipette.

Add one drop of 1 per cent solution of methyl orange

to the contents of one tube and one drop of a 1 per cent solution of phenolphthalein to the other. No red or pink color shall result in either case. No. 30. Acidity in gasoline. Note.—This test is to be made immediately after distillation test No. 6. Collect in a test tube the cooled residue from the

distillation flask, add three volumes of distilled water, and shake the tube thoroughly. Allow the mixture to separate and remove the aqueous layer

to a clean test tube by means of a pipette. Add

one drop of a 1 per cent solution of methyl orange. No pink or red color shall be formed. No. 31. Neutralization number; A. S. T. M.

method D188-27T. (See 504.0, p. 99.) No. 32. Sulphur in naphthas and illuminating

oils; A. S. T. M. method D90-29T. (See 503.0,

p. 48.) No. 33. Sulphur in petroleum oils heavier than

illuminating oil; A. S. T. M. method D129-27.

(See 503.0, p. 53.) No. 34. Doctor test (sodium plumbite).

Preparation of Reagents

(1) Sodium plumbite {doctor solution).—Dissolve approximately 125 g of sodium hydroxide (NaOH)

in 1 liter of distilled water. Add 60 g of litharge

(PbO) and shake vigorously for 15 minutes or let stand with occasional shaking for at least a day.

Allow to settle and decant or siphon off the clear

liquid. Filtration through a mat of asbestos may

be employed if the solution does not settle clear. The solution should be kept in a tightly corked

bottle and should be refiltered before use if not

perfectly clear.

(2) Sulphur.—Pure, dry flowers of sulphur.

Making of Test Shake vigorouslj- together in a test tube 10 cc of the sample to be tested and 5 cc of sodium plumbite

solution for about 15 seconds. Add a small pinch

of flowers of sulphur, again shake for 15 seconds,

and allow to settle. The quantity of sulphur used

should be such that practically all of it floats on the

interface between the sample and the sodium

plumbite solution.

Interpretation of Results

If the sample is discolored, or if the yellow color

of the sulphur film is noticeably masked, the test

shall be reported as positive and the sample con- demned as "sour." If the sample remains un- changed in color, and if the sulphur film is bright

yellow or only slightly discolored with gray or

flecked with black, the test shall be reported negative

and the sample considered "sweet." No. 35. Corrosion test (copper dish).

Apparatus A freshly polished hemispherical dish of spun

copper approximately 3H inches in diameter.

Making of Test Place 100 cc of the gasoline to be examined in the dish and place the dish in an opening of an

actively boiling steam bath, so that the steam

comes in contact with the outer surface of the dish up to the level of the gasoline. Leave the dish on

the steam bath until all volatile material has

disappeared.

Interpretation of Results

If the gasoline contains dissolved elementary

sulphur or corrosive sulphur compounds, the bot- tom of the dish will be colored gray or black.

If the gasoline contains undesirable gum-forming

constituents, there will be a weighable amount of gum deposited on the dish. Acid residues will show

as gum in this test. The gasoline shall cause no

gray or black corrosion and the amount of deposit

shall not exceed 3 mg.

No. 36. Corrosion test at 122° F.; A. S. T. M.

method D130-27T. (See 503.3, p. 71.) No. 37. Corrosion test at 212° F.

Copper Strip Place a clean strip of mechanically polished pure

sheet copper about one-half inch wide and 3 inches long in a clean test tube. Add enough of the sample

to be tested completely to cover the strip. Close the tube with a vented stopper and maintain for three hours at 212° F. Rinse the copper strip with

sulphur-free acetone and compare it with a similar

strip of freshly polished copper. Discoloration or pitting indicates corrosion. No. 38. Corrosion test for solid or semisolid products.

1. This method of test shall be used for the

detection of corrosive properties of greases or other

solid or semisolid products.

2. Clean, well-polished sheets of copper shall be

used for this test. In general, sheets about 1 inch

(25 mm) square will be found most convenient.

3. Place a small portion of the grease to be tested on each of the metal plates, taking care not to cover

the whole surface of the metal plates. Cover each

plate with an inverted watch glass and let stand at room temperature for 24 hours. There must be no

evidence of corrosion on the plate, either when

examined with the sample in place or after removing

it by washing with benzol. Either the development of a green color in the material on the copper

or a brown stain remaining on the copper after washing with benzene which passes the corrosion

test No. 36 is evidence of corrosion. No. 39. Corrosion test at room temperatures.

1. This method of test shall be used for the

detection of corrosive compounds in soluble cutting

oils.

2. Clean strips of mechanically polished sheet

steel and copper about one-half inch wide and 3 inches long shall be placed separately in suitable clean tubes or sample bottles. The cutting oil under test shall be added so that the strips are but

partly immersed and the tubes or bottles shall be

closed with corks. The container shall then be

70
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 503.3

manipulated so as to completely wet the metal

strips with the cutting oil. The tubes or bottles

shall be set up in an approximately vertical position

and allowed to remain in the laboratory at room

temperature (70° to 90° F.) for 48 hours.

3. At the end of the 48-hour period the metal

strips shall be removed from the containers and

washed with benzol which passes corrosion test No. 36. The presence of corrosive compounds is indicated by corrosion or discoloration of the steel or copper strips when compared with freshly polished

ones.

(a) A soluble cutting oil shall be reported as passing the test when the exposed strips show at most an extremely slight discoloration.

(6) A soluble cutting oil shall be reported as not

passing the test when the exposed strips of either metal show more than extremely slight discoloration. No. 40. Saponification number; A. S. T. M.

method D94-28. (See 504.0, p. 92.) No. 41. Fatty oil. The percentage of fatty oil shall be calculated from the saponification number

(No. 40) by means of the following formula:

„ . . ^ ., lOOXsaponification number of sample

Percentage of fatty oil- Mponlflcatlon Dumber of {atty oU The saponification number of the fatty oil used

in compounding shall be assumed to be 195, unless the manufacturer of the sample under examination

submits an affidavit stating the kind of fatty oil used and its saponification number.

No. 42. Analysis of grease; A. S. T. M. method

D128-27. (See 504.0, p. 93.) National Association of Purchasing Agents, standard fuel oil contract guide, May, 1925. (The above guide has been adopted by the

association to be used as a standard for writing contracts for the purchase of fuel.) United States Department of Agriculture, Bulletin

1216, Method of Test for Percentage of Residue of Desired Penetration, 1928.

1. Fifty grams of the oil are placed on a 3-ounce deep seamless tin box; the box is placed in a sand

bath and heated over a Bunsen burner. A ther- mometer is suspended in the oil, the bulb not touching the bottom of the box. The temperature of the

oil is kept at from 249° to 260° C. (480° to 500° F.), and the oil is stirred from time to time with the thermometer to prevent overheating in any part. Depending upon the nature of the oil, as usually indicated by its flash, consistency at 25° C. (77° F.), and specific gravity, the operator can with experi- ence tell about what percentage it will be necessary

to evaporate before cooling and taking a penetration

of the residue. It is sometimes necessary to make

several trials before the desired result is obtained. When the required penetration is reached, the residue

left from evaporation is weighed and its per cent of the original sample taken is computed.

2. Ordinarily a residue shall be considered as

satisfactorily obtained on the basis of 100 penetration being specified when its penetration is within 25

points of that desired. When it is necessary to de- termine more precisely the per cent of residue for a

specified penetration, such percentage shall be computed by interpolation between percentages of two

residues, one having a penetration greater, and one

having a penetration lower than that specified.

503.1 BENZINE.

(No nationally recognized specifications available.) 503.2 DISTILLATES.

American Society for Testing Materials, tentative

specifications for petroleum spirits (mineral spirits) serial designation: D235-26T; 1926.

1. These specifications apply only to petroleum

distillates. PROPERTIES

2. The material shall conform to the following

requirements:

(a) Appearance.—It shall be clear and free from

suspended matter and water.

(6) Color.—The color shall be "water white";

that is, not darker than No. 21 Saybolt chromometer.

(c) Flash point.—The flash point shall not be

lower than 86° F. (30° C.) when tested in the Tag

closed tester.

(d) Blackening.—It shall not blacken or corrode

clean metallic copper in 30 minutes at the boiling

point of the spirits.

(e) Distillation.—The distillate below 266° F. (130° C.) shall not exceed 5 per cent. The distillate below 446° F. (230° C.) shall not be

less than 97 per cent.

(/) Acidity.—The residue after distillation shall be neutral. METHODS OF TEST

3. The properties enumerated in these specifi- cations shall be determined in accordance with the

following methods of test:

(a) Color.—The test for color shall be in accord- ance with A. S. T. M. D156-23 T. (See 503.0, p. 54.) A fresh aqueous solution of potassium dichromate

in distilled water, containing 0.0048 g K2 Cr2 07 per

liter, is approximately equivalent to No. 21 Saybolt

chromometer.

(b) Flash point.—The test shall be made in ac- cordance with A. S. T. M. D56. (See 503.0, p. 43.)

(c) Blackening.—A clean strip of mechanically

polished pure sheet copper, about 14 inch (1.3 cm)

in width and 3 inches (7.5 cm) in length, shall be placed in a glass test tube about % inch

(1.9 cm) in width and 18 inches (46 cm) in length. Sufficient of the sample to be tested shall be added to completely cover the strip and heated

rapidly to boiling. It is most convenient to heat

the tube by immersion in an oil bath maintained

at a temperature slightly higher than the initial boiling point of the mineral spirits. The sample

shall be kept boiling for 30 minutes without any

actual distillation taking place and the copper strip

then examined for blackening. A slight tarnish

shall be disregarded, but any marked blackening

shall be cause for rejection.

(d) Distillation.—The test shall be in accordance

with A. S. T. M. D86. (See 503.0, p. 44.)

(e) Acidity.—The cooled residue from the distilla- tion flask shall be collected in a test tube, three volumes of distilled water added, and the tube

thoroughly shaken. The mixture shall be allowed

to separate and the aqueous layer removed to a

clean test tube by means of a pipette. One drop of a 1 per cent solution of methyl orange shall be

added. No pink or red color should be formed.

503.3 GASOLINE AND NAPHTHA.

American Railway Association, signal section,

specification 13324, July, 1924, motor gasoline.

(This specification is based on United States Government master specification for motor gasoline.

(See F. S. B. No. 2d, p. 72, "Gasoline.")

American Society for Testing Materials, tentative method of test for detection of free sulphur and

corrosive sulphur compounds in gasoline, serial designation: D 130-27T; 1927.

1. This method of test shall be used for the detection of free sulphur and corrosive sulphur

compounds in gasoline.

2. A clean strip of mechanically polished pure

sheet copper about J-^ inch in width and 3 inches in length shall be placed in a suitable clean tube or

100925°—30- -6 71
503.3 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

sample bottle. Gasoline under test shall be added

so that the copper strip is completely immersed.

The test tube or sample bottle shall be closed with a

loosely fitting cork and held in a suitable bath at 122° F. (50° C).

At the end of three hours the gasoline exposed

strip shall be removed and shall be compared with a similar strip of freshly polished copper.

3. The presence of sulphur or corrosive sulphur

compound is indicated by the corrosion or discolor- ation of the gasoline exposed strip when compared

with the fresh copper strip.

4. (a) Gasoline shall be reported as passing the

test when on examination the exposed strip shows

not more than extremely slight discoloration as compared with the fresh copper strip.

(6) Gasoline shall be reported as not passing the test when on examination the exposed strip

shows more than extremely slight discoloration as compared with the fresh copper strip. American Society for Testing Materials, standard method of test for distillation of natural gas gasoline,

serial designation D216-27, 1927. Approved as American Standard, by the American Engineering Standards Committee, now the American Standards Association. APPARATUS The apparatus to be used in this specification is the same as that specified in A. S. T. M. D86

(see 503.0, p. 44), sections 1, 2, 3, 4, 5, and 7. Thermometer.—The A. S. T. M. low-distillation thermometer shall conform to the requirements

specified for thermometer No. 6. (See table of A. S. T. M. thermometers, 500.2, p. 2.) PROCEDURE

Sampling.—Samples should be collected in a

previously cooled bottle, preferably by immersing

the bottle in the liquid, where possible, and discard- ing the first sample. Where immersion is not

possible the sample should be drawn off into a

previously cooled bottle in such a manner that

agitation is kept at a minimum. Immediately

close the bottle with a tight-fitting stopper, and

place in an ice bath or refrigerator capable of bringing the gasoline to a temperature of not less than

32° F. (0°C.), nor more than 40° F. (4.45°C.). The condenser bath shall be filled with cracked

ice 37 and enough water added to cover the con- denser tube. The temperature shall be maintained

between 32° and 34° F. (0° and 1.1°C). Agitation

with air greatly aids in maintaining the required

temperature range. The condenser tube shall be swabbed to remove any liquid remaining from the previous test. A

piece of soft cloth attached to a cord or copper wire may be used for this purpose. One hundred cubic centimeters of the product

shall be measured in the 100-cc graduated cylin- der at 32° to 40°F. (0° to 4.45°C.) and transferred

directly to the Engler flask. Both the flask and

the graduated cylinder shall have been cooled to a temperature of from 32° to 40° F. (0° to 4.45° C.) before use. None of the liquid shall be permitted to flow into the vapor tube. The thermometer provided with a cork shall be

fitted tightly into the flask so that it will be in the middle of the neck and so that the lower end of the

capillary tube is on a level with the inside of the bottom of the vapor outlet tube at its junction with

the neck of the flask. The charged flask shall be placed in the 1% inches

(3.175 cm) opening in the 6 by 6 inch (15.24 by

by 15.24 cm) asbestos board with the vapor-outlet

37 Any other convenient cooling medium may be used.

tube inserted into the condenser tube. A tight

connection may be made by means of a cork through

which the vapor tube passes. The position of the

flask shall be so adjusted that the vapor tube extends

into the condenser tube not less than 1 inch (2.54 cm)

nor more than 2 inches (5.08 cm).

The graduated receiver used in measuring the charge shall be placed, without drying, at the outlet

of the condenser tube in such a position that the condenser tube shall extend into the graduate at

least 1 inch (2.54 cm), but not below the 100 cc mark. The graduate shall be immersed at least up

to the 100 cc mark in a transparent bath maintained

between the temperatures of 32° and 34°F. (0° and

1.11°C.). The top of the graduate shall be covered

closely during the distiUation with a piece of blotting paper, or its equivalent, and cut to fit the condenser

tube tightly. A lead washer, or other suitable material, resting on the blotting paper is a convenient accessory as it serves to hold the paper

tightly against the top of the graduate and also provides the additional weight necessary to over- come the buoyant effect of the liquid in the cooling bath. When everything is in readiness, heat shall be

applied at a uniform rate, so regulated that the first drop of the condensate falls from the condenser

in not less than two nor more than five minutes.

When the first drop falls from the end of the condenser, the receiving cylinder shall be moved so that the end of the condenser tube shall touch the

side of the cylinder. The heat shall then be so regulated that the first 10 cc of distillate shall be

recovered in not less than three nor more than four minutes. Thereafter, the rate of distillation shall be maintained uniformly at not less than 4 nor more than 5 cc per minute. The reading of the

distillation thermometer shall be recorded when the

level of the distillate reaches each 10-cc mark on

the graduate.

When the liquid residue in the distillation flask

is approximately 5 cc, the heat may be increased because of the presence of heavy ends which have

relatively high boiling points. However, no further

increase of heat shall be applied after this adjust- ment. The 4 to 5 cc rate can not always be maintained from this point to the end of the distillation, but in no case should the period between the point

when approximately 5 cc of the liquid remains in the flask and the end point be more than five minutes

The heating shall be continued until the mercury

reaches a maximum and starts to fall consistently.

The highest temperature observed on the distiUation thermometer shall be recorded as the end point.

Usually this point will be reached after the bottom

of the flask has become dry. If the bottom of the

flask is not dry, the operator should note this on

his report. The total volume of the distillate collected in the receiving graduate shall be recorded as the "recovery."

The cooled residue shall be poured from the flask into a small cylinder graduated in 0.1 cc, measured

when cool, and the volume recorded as "residue"

at 32° to 40° F. (0° to 4.45° C).

The difference between 100 cc and the sum of the recovery and the residue shall be calculated and

recorded as "distillation loss." CORRECTION FOR BAROMETRIC PRESSURE Same as section 11, including table and note of A. S. T. M. D86.

The form shown in Figure 34 is suggested for the

recording of results of tests of natural gas gasoline. Federal Specifications Board specification 2d, United States Government master specification for lubricants and liquid fuels.

72
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 503.3

(This specification, containing detailed requirements, methods of testing, and methods of sampling

is published by the United States Government

Printing Office as technical paper 323B, Department of Commerce, Bureau of Mines. The specifi- cation includes specifications and tests for gasoline,

which are given below.)

GASOLINE

GENERAL REQUTREItfENTS

Sampling.—See A. S. T. M. method D270-27T,

503.0, page 60. Testing.—See F. S. B. No. 2d, 503.0, page 66.

Note.—For convenience in presentation the test methods have

been listed numerically and reference made accordingly in the follow- ing table of specifications where tests apply.

DETAIL REQUIREMENTS

(a) General

1. The gasoline shall be free from water and sus- pended matter.

2. Uses: Fighting grade.—Used as a fuel for fighting planes,

where the highest efficiency is required.

Domestic grade.—Used for aviation fuel, where the

fighting grade is not required.

(b) Properties and tests.

Name and grade

Color, darkest al- lowed

(No. 1)

Doctor test (No. 34) Corrosion

test

Distillation range (No. 6) Recovery, mini- mum

Distilla- tion

loss, maxi- mum

Acidity

test (No. 30)

Sul- phur,

maxi- mum

(No.

32)

5 per

cent, mini- mum

5 per

cent, maxi- mum

50 per

cent, maxi- mum

90 per

cent, maxi- mum

96 per

cent, maxi- mum

End

point, maxi- mum

Aviation gasoline: Fighting Domestic

Saybolt No.

25

25 Negative.,

-..do (No. 35) —

___do

°C.

5050

°F.

122 122

"C.

65

75

op

149 167

"C.

95

105

"F.

208

221

°C.

125

155

"F.

257

311

°C.

150

175

"F.

302

347

°C.

165

190

°F.

329

374

p. a.

96

96

P.ct.2

2 Required.

...do

0. 10

. 10

Distillation Test for Carhit. CarNa. Date..

( Name ofCompany)

Test No

Product _

lnd.Grav. at Temp. °F

Corr.Grav. °A.PI.

Temp.ftoom °F Barometer. ....mm. End Point T

Recovery percent Residue percent Loss percent Color Odor.

Corrosion t _ Doctor

Tested at. By.

Shipped from . To /Jr.._

over

Temperahjt

1020304050

60

7080

too

112

E.P.

500

400

:300

^212-

-£200

CO|-iso

100

50

200

100-

CO

E

10 20 30 40 50 60 70 80 Percentage Distilled Over. Figure 34.

Form for recording tests on natural gas gasoline

90 100

Federal Specifications Board specification 622a,

United States Government master specification for motor gasoline, June 11, 1929.

1. This specification covers the grade of gasoline

used by the United States Government and its agencies as a fuel for automobile, truck, tractor, motor boat, and similar engines.

2. Gasoline purchased under this specification

shall be described as "U. S. Government motor

gasoline" with the understanding that this desig- nation always refers to the current specification of the Federal Specifications Board.

3. The gasoline shall be free from water and sus- pended matter.

73
503.3 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

PROPERTIES AND TESTS

Note.—All tests shall be made according to the methods of testing contained in United States Government master specification 2d. (See 503.0, p. 66.) The numbers given in the tests following refer to those methods.

4. Sampling—See A. S. T. M. D270, 503.0, page 60.

5. Corrosion test.—No. 36. A clean copper strip shall not show more than extremely slight discolora- tion when submerged in the gasoline for three hours

at 122° F.

6. Distillation range.—No. 6. When 10 per cent has been recovered in the receiver, the thermometer shall not read more than 80° C. (176° F.) nor

less than 50° C. (122° F.); provided that, for each

per cent distillation loss less than 4 per cent, obtained

in the A. S. T. M. distillation, the minimum 10 per

cent temperature requirements shall be lowered

3° C. (5.4° F.). The Government reserves the right

by proper provision in the contract or purchase

order to lower maximum 10 per cent point either 9° F. or 18° F. Administrative action in this respect may be taken by contracting officers to meet the temperature conditions under which the equipment must operate. (See note 1.) Note 1.—Contracting officers are advised that, in general, the ex- pectation of freezing temperatures warrants the lowest maximum 10 per cent temperature. Note 2. —When United States Government motor gasoline is to be used for some special purpose, such as that requiring tropical storage, the Government reserves the right to raise the lower limit at the 10 per cent point to not higher than 60° C. (140° F.) with the same

corrections for distillation loss as given above. This limit, however,

should not be applied unless absolutely necessary, since the gasoline

so procured is less satisfactory for general purposes. When 50 per cent has been recovered in the

receiver, the thermometer shall not read more than

140° C. (284° F.). When 90 per cent has been recovered in the

receiver, the thermometer shall not read more than

200° C. (392° F.). The end point shall not be higher than 225° C.

(437° F.). At least 95 per cent shall be recovered as distillate in the receiver from the distillation.

7. Sulphur.—No. 32. Sulphur shall not exceed

0.10 per cent. Federal Specifications Board specification 623, United States Government master specification for motor fuel V, June 11, 1929.

1. This specification covers a special grade of fuel which may be used by the Government at the

discretion of the head of the department or bureau

concerned and its agencies, for ambulances, fire engines, emergency vehicles, military and naval equipment, and for other equipment under special conditions.

2. This fuel shall be free from water and sus- pended matter. PROPERTIES AND TESTS Note.—All tests shall be made according to the methods of testing contained in United States Government master specification 2d. (See 503.0, p. 66.) The numbers given in the tests following refer to those methods.

3. Sampling.—Samples shall be taken according

to A. S. T. M. D. 270. (See 503.0, p. 60.)

4. Corrosion test.—No. 36. A clean copper strip

shall not show more than extremely slight discolora- tion when submerged in the fuel for three hours at

122° F.

5. Distillation range.-—No. 6. When 10 per cent has been recovered in the receiver, the thermometer

shall not read more than 65° C. (149° F.), nor less than 50° C. (122° F.) ; provided that, for each per

cent distillation loss less than 4 per cent, obtained

in the A. S. T. M. distillation, the minimum 10 per

cent temperature requirement shall be lowered 3° C.

(5.4° F.).

When 50 per cent has been recovered in the

receiver, the thermometer shall not read more than

125° C. (257° F.). When 90 per cent has been recovered in the

receiver, the thermometer shall not read more than

180° C. (356° F.). The end point shall not be higher than 205° C.

(401° F.). At least 95 per cent shall be recovered as distillate in the receiver from the distillation.

6. Sulphur.—No. 32. Sulphur shall not exceed

0.10 per cent. Natural Gasoline Association of America, tentative code for testing natural gas for gasoline content,

1924. GENERAL INTRODUCTION—PURPOSE

To establish in the industry definite standardized

methods for testing natural gas, so planned that the

quantities of condensed fluid extracted from a unit volume of natural gas by these specific tests will constitute a standard measure of reference useful

for the following purposes: (1) To determine the comparative richness in gasoline content of the gases from different localities; (2) to afford a basis for estimating the probable yield of gasoline from any

given gas; and (3) to form a basic measure for refer- ence which may be used in comparing the daily

performance of commercial gasoline extraction

plants.

GENERAL FACTS CONCERNING THE PROBLEM

OF TESTING NATURAL GAS FOR GASOLINE

CONTENT

The word "gasoline" is a popular term, used in the trade to describe all of the mixtures of combustible liquids which may be extracted from natural

gas.Further than this, the word "gasoline" is applied

to all those finished products forming motor fuels. Thus the word '

' gasoline ' ' has no specific meaning

;

that is to say, it does not designate any one combustible fluid. In general, natural gas is composed of a mixture

of fixed gases and the vapor of several substances normally liquids. These liquids are present in the

gas mixture in the form of vapors. The proportion which these vapors form of the whole natural gas mixture varies widely in different sections of the country. In most gases the gases in the mixture are

Methane (CH4). Ethane (C2 H6 ). Propane (C3 H8). Butane (C4H10). The vapors are: Pentane (C6 H12 ). Hexane (C6 Hi.j). Heptane (C7Hi6). Octane (C8 H18). In the very "dry" natural gas sold in most cities and towns for fuel, the vapors form only a very

small part of the natural gas mixture. But in the

case of "wet" gases, such as that known as casinghead gas, the vapors form quite a large percentage

of the gas mixture, in some cases as much as 40

per cent or more by volume.

If any natural gas is subjected to pressure and at the same time is cooled, a certain part of the vapors

contained by the gas will be condensed to liquid,

and may be thus separated from the gas. The

proportion of such liquid separated from the gas will depend upon the pressure, and the degree of cold

to which the gas is subjected. Thus with high

pressure and intense cold a much larger portion of the vapors will be separated than when the pressure

74
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 503.3

is low and the temperature high, but the mixed fluid from the various vapors which is obtained by high

pressure and intense cold is much "wilder" and more

volatile than the lesser quantity obtained by the low pressure and high temperature.

Now since the word "gasoline" as it is used

to-day applies equally to either quality of fluid, it becomes apparent that when we speak of testing natural gas for "gasoline" content we must at once

define what kind of gasoline we refer to. Furthermore, some commercial gasoline plants

are so operated as to obtain very "wild" gasoline.

Other plants, because of marketing conditions, only

operate at low rates of recovery and produce a more

stable product. In testing natural gas without any reference to the

quality of the product obtained in the test, and with

varying forms of apparatus, much confusion has

arisen in the industry by indefiniteness of all stateThe apparatus for each form of test has been

fixed upon after much careful study to meet the

following requirements:

(1) Simplicity of design, which makes possible

concordant results in the hands of operators, and

also tends to economy in costs.

(2) Reliability and performance, so that the working of the apparatus itself will be regular and

introduce no errors. The method prescribed to be followed in operating

each form of test was fixed for the purpose of meeting the following requirements:

(1) Duplication of results.—To this end, the

pressure, temperature, and rates of operation have

been chosen in each case so that the operator can

easily obtain the conditions in the test and can

continue to hold same throughout the test.

(2) Simplicity of performance.—To this end the methods of manipulation have been made simple

A-VACUUM PUMP

B-TEST METER

C-COMPRESSOR D-COOUNG COIL 8t TANK

E-ACCUMULATOR

F-DRIP

G-PRESS. REG. & ESCAPE VALVE

H-MAN'OMETER 1-THERMOMETER

J-BOURDON PRESSURE GAGE K-DRAW OFF VALVE Figure 35 Compression and cooling test

ments merely referring to a "gasoline content," which has not been definitely defined. From the nature of the problem described in the

foregoing paragraph, the associations put forward

these three methods of testing natural gas, to be

used in a fixed and definite manner under all circumstances, and when examining all qualities of natural gas. Each test method consists of a fixed form of apparatus, operated always in one particular manner, the results of which test are stated as a quantity

of fluid per 1,000,000 cubic feet of gas. The results are not stated as "gasoline" but as "natural gas condensate." More "gasoline" or varying degrees

of volatility might be extracted under certain conditions from the same quantity of gas, but by eventually standardizing the test methods the results obtained by such test methods may always be used

as a reference of the comparative richness of the various gases, and experience with a definite test method will also enable the engineer to draw reliable conclusions as to the amount of more volatile fluids which may be extracted from the gas. THE THREE TESTING METHODS

The three tentative testing methods have been

adopted because the principles of each method are used in commercial plants extracting "gasoline"

fluids from natural gas.

and direct, and the results of the test are measured

at the temperatures and pressures set out in the test method.

COMPRESSION AND COOLING TEST METHOD

FOREWORD

The apparatus and procedure herein described

for the compression and cooling test method were adopted after much study and experimentation.

Necessarily choice had to be made between various

alternate forms of apparatus, and steps in procedure.

Should experience in general use throughout the

industry develop facts which would make any

changes or modifications in apparatus or pro- cedure advisable, such changes will be made before

this test method is adopted as a standard.

1. APPARATUS

(Refer to fig. 35) Vacuum Pump

It is very essential that the vacuum pump used for

this test shall be absolutely free from leakage in order to prevent air mixing with the gas being

tested. In-leakage of air will cause a low test and

the error is undeterminable. Consequently, the vacuum pump used shall be of the crosshead type

75
503.3 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

with the piston rod passing through a stuffing box

which, when packed, will prevent all leakage. The vacuum pump shall be of such a capacity that it will maintain on the meter a pressure of 4 ounces

per square inch or any other particular pressure above atmospheric agreed upon by contracting

parties with the compressor running at rated speed

under any field vacuum condition the operator may

encounter.

Test Meter The test meter shall be installed at the intake of the compressor. The meter shall be scaled to one- hundredths of a cubic foot. At the intake of the meter or tapped into the upper gas chamber of the

meter, a U-tube pressure gauge shall be connected

as a means of determining the pressure on the

meter. A thermometer shall be placed as near the

outlet of the meter as possible so that the volume

can be corrected to 60° F. or any other temperature

agreed upon between contracting parties. The

meter shall be within 3 per cent of correct by dis- placement test. The test meter shall have its bel- lows suitably treated to prevent the absorption of gasoline vapor from the gas by passing through it.

Compressor The compressor shall be of the crosshead type,

with piston rod packed to prevent the gas from leak- ing and escaping to the air. Its capacity shall be

2Yi cubic feet of gas per minute at atmospheric

pressure when run at rated speed with a tolerance

of one-half cubic foot per minute.

Cooling Coil The cooling coil for each stage of compression

shall be built of copper tubing not less than three- eighths inch outside diameter nor larger than five- eighths inch outside diameter and shall be not less than 30 feet long. The coil shall have a drop of not

less than three-fourths inch per foot in order to

secure continuous drainage, and shall be rigidly fastened within a water chamber of capacity ample

to permit the complete submergence of the coil in a water bath. The water bath to which cracked ice shall be added, shall be held at a temperature not

less than 32° F. nor more than 40° F., and the water bath shall be provided with an indicating

thermometer midway between the top and bottom

of the coil. Accumulator The accumulator for each stage of compression

shall hold at least 1 quart of condensate below the

intake opening. Each accumulator shall have a

baffle above the intake opening to prevent the con- densate from blowing out through the gas escape

connection. The bottom of the accumulator shall be of such shape as to permit complete drainage

through the draw-off connection.

Drip A drip shall be placed before the vacuum pump,

to collect any oil or water that may be in the line, in order to protect the meter and other machinery

from being stopped up with foreign substances. The bottom of the drip shall be of such shape as to permit complete drainage through the draw-off

connections.

Notes.—1. Connections between the various parts of the equip- ment may be tubing, rubber hose, or pipe.

2. The entire apparatus shall be constructed of the best materials, with finest workmanship, shall be maintained in good mechanical

condition, and must be absolutely free from leaks under operating

conditions.

3. The above description of the test apparatus shall be construed

to apply to both single-stage and two-stage compressing equipment.

2. PROCEDURE

Before starting the compression test, let the machine run with the pressure on the meter constant and the pressure on the last stage accumulator

at 255 pounds until at least 20 cubic feet of gas

shall have passed through the meter. When at least 20 cubic feet of gas shall have

been passed through the apparatus, the condensate

therefrom shall be withdrawn completely from the accumulators without relieving the last stage

accumulator pressure below 250 pounds gauge

pressure, and the test than started by quickly

closing the accumulator draw-off valves and simul- taneously reading the gas meter. Either 13.2 cubic feet or 26.4 cubic feet of gas at 4-ounce pressure corrected for the temperature

shown by the meter thermometer, to 60° F., shall be passed through the machine.

Note.—Other temperature and pressure bases may be used by

agreement between contracting parties. A constant pressure of 250 pounds gauge shall be

maintained on the last stage accumulator by means

of an escape valve provided on the top of the ac- cumulator, and as soon as the required amount of gas has been passed through the apparatus, as

stipulated above for the test, the apparatus shall be

quickly stopped.

The pressure shall then be relieved from the last- stage accumulator through the escape valve provided, at a rate not to exceed 50 pounds per minute

to a limit of 25 pounds per square inch. If the gas has been compressed with a single-stage apparatus

the condensate shall then be withdrawn from the accumulator into a graduated cylinder, and the quantity and temperature of the contents be immediately determined. The temperature of this condensate shall then be steadily raised to 60° F., at a rate not to exceed 2° per minute.

Where 2-stage compressing equipment is used

the contents of each accumulator shall be drawn

off in separate graduated cylinders and the quantity

and temperature of the contents of each graduated

cylinder shall be immediately determined. The

contents of the two graduated cylinders shall then

be combined in a graduated cylinder or cylinders

and the temperature thereof brought to 60° F., at a rate not to exceed 2° per minute. At least two tests shall be made with the given

apparatus to determine the gasoline content of the

gas.

S. COMPUTATION OF YIELD For a run of 13.2 cubic feet, the gallons of gasoline per thousand cubic feet of gas shall be computed

by multiplying the cubic centimeters of condensate

weathered to 60° F. by the factor 2, and dividing

this product by 100. For a run of 26.4 cubic feet, the gallons of gasoline per thousand cubic feet of gas shall be computed by

dividing the cubic centimeters of condensate

weathered to 60° F. by 100.

If the results are desired in gallons of gasoline per

million cubic feet of gas, the following formula

shall be used: ^= Xgallons of fluid per million Where A is the total corrected volume of gas used in cubic feet; B is the total gasoline measured in cubic centimeters at 60° F., and X is gallons of gasoline per million cubic feet of gas. Oil ABSORPTION TEST METHOD

FOREWORD

The apparatus and procedure herein described

for the oil-absorption-test method were adopted

76
COAL, PETROLEUM, ASPHALT. AND MINERAL WAX 503.3

after much study and experimentation. Necessarily, choice had to be made between various

alternate forms of apparatus and steps in procedure.

Should experience in general use throughout the

industry develop facts which would make any

changes or modifications in apparatus or procedure

advisable, such changes will be made before this

test method is adopted as a standard by the associations.

1. MATERIALS

Oil.—The oil to be used for the purpose of this

test is known commercially as mineral seal oil, or absorbent oil, and shall have the fohowing specifications:

1. Color: White to pale vellow.

2. Odor: Sweet.

3. Cold test: Less than 32° F.

4. Viscosity: 35 to 140 seconds at 100° F. (Saybolt).

5. Emulsifying bodies: Practically none.

6. Fire distillation: Initial boiling point to be

not less than 480° F. and not more than 3 per cent over at 500° F.

Ice for condenser.

2. ABSORPTION APPARATUS

(Refer to fig. 36) Al, A2, AS. Three absorbers, in series, 5-inch diameter, 30 inches long. B. Three-fourths inch nipple, 2 inches long for introduction of oil. Cap on top for closing. C. Gas inlet pipe extending to within 1 inch of bottom of absorber, fitted with a tee and two short

nipples, each nipple being closed at end and per- forated with ten Jie-inch holes on the underside. D. Gas outlet connection flush with underside of the top head of absorber. E. U gauge.—Preferably of the pressure, enclosed

type.

" M. Meter.—If an orifice is used instead of a direct meter, then for convenience it should be calibrated at a certain U-gauge pressure to deliver the gas

at a fixed rate.

8. DISTILLATION APPARATUS

(Refer to fig. 37) A. Flask.—Standard 1,000 cc Engler distillation

flask. Dimensions, diameter of bulb (outside) 5

inches, J4-inch tolerance; dimaeter of column (inside) between ''/% and 1 inch. Length of column, 6 inches,

}<-inch tolerance. Vapor tube to be connected in middle of column.

B. Condenser.—A. S. T. M. standard gasoline

distillation condenser described in A. S. T. M. D86,

see page 44. In addition, a small vapor tube should

be soldered on condenser just above the outlet, in such a way that uncondensed vapor may be removed

without trapping condensate.

C. Thermometer.—A. T. S. M. low distillation. (See table of A. S. T. M. thermometers, 500.2, p. 2, thermometer No. 6.) D. Cones.—To remove mechanically entrained

liquids from hot vapor, made of 14 to 20 mesh brass

of nichrome gage. Cone dimensions 1 inch diameter, 1 inch long. E. Receiver.—A graduate cylinder shall be used for a condensate receiver. The receiver shall be

equipped with a rubber stopper through which the condenser outlet extends. The receiver shall be

surrounded with an ice bath.

F. Barometer.—Not shown.

G. Hydrometer.—For determination of A. P. I. gravity of absorbing oil. Not shown.

H. Thermometer.—For determination of gas temperature and for determination of temperature of ice bath. Not shown.

/. Meter.—Not shown.

4. OPERATIONS OF TEST

Procedure for absorption.—One and one-half

gallons of the absorbent oil are placed in each

absorber. The several parts of the apparatus are set up as shown in Figure 36, connection being made at valve

F, with the gas supply to be tested. All connections

are made leak-proof and needle valves G, H, I, J, K, and L are tightly closed. Valve N is opened. Meter reading is taken. Valve F is then opened.

Record the pressure shown on the gauge and the

time. Open needle valve G carefully and slowly to

its capacity. When the pressure shown on absorber No. 1 equals the well, or line pressure, as shown by no further passage of gas through the oil, needle valve H is opened slowly to its capacity.

Needle valve / is next carefully opened until the

pressures are equalized, then valve J is opened, and

valve K is slowly opened until the pressure in all three absorbers is the same as the fine pressure. Needle valve L is opened slightly, attention being

given to the level of the mercury in the U gauge. The rate of gas flow must now be so regulated by

manipulation of the valves L and A" so that: (1) There is a differential of 1 inch of mercury shown on

the U gauge, and (2) the rate of flow shall be as per

the following schedule, depending upon the pressure under which the test is being conducted.

I. 15 cubic feet per hour at atmospheric pressure.

2. 30 cubic feet per hour at 15 pounds gauge

pressure.

3. 45 cubic feet per hour at 50 pounds gauge

pressure.

4. 60 cubic feet per hour at 120 pounds gauge

pressure or higher. Place thermometer in the thermometer well and

shortly thereafter record the gas temperature. The

temperature of both gas and oil at the time of test should be 60° F., with an allowance of 5° F. above or below. Gas temperature should be recorded at one-half hour intevals during the test, and an average of these taken as the gas temperature.

The barometer is read at the same time as the

gas temperature is taken. These readings are

likewise averaged.

General considerations of the nature of the gas under test will enable the operator to approximate

the volume of gas, which should be used as follows:

(1) If the gas is residual gas from gasoline plants, 400 cubic feet should be ample for the test, (2) if the gas is untreated gas from wells, 300 cubic feet should be passed, and (3) if the gas is from oil wells or very low-pressure gas wells, 100 cubic feet should be passed.

It is, of course, understood that as the vapor content of the gas increases, no matter what the origin

of the gas, the volume of the gas passed in a test should be decreased to an amount which will yield not to exceed 40 cubic centimeters of condensate

per liter of oil, distilled from absorber A—1. When the selected volume of gas has been passed

through the apparatus, as shown by the meter, close valve G and then valve F. Allow the gas from the

absorbers to vent through the meter until the U

gauge shows zero pressure. Close valves H, I, J, K, and L, in order given. Read the meter and note

the time. Detach absorbers and set in a cool place. Procedure of distillation.—Pour from the absorber

Al, Figure 36, 750 cc of oil. Assemble the distilla77
503.3 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

tion apparatus as shown in Figure 37 and proceed

with the distillation as specified below:

1. The condenser and receiver shall be iced so that a temperature of 32° to 34° F. may be obtained.

2. The condenser shall be clean.

8. The distillation shall be carried out by so regulating the flame that the test may be completed in approximately 45 minutes.

The distillation shall be considered complete when

the thermometer shows a reading of 350° F.

3

Figure 36.

Oil absorption test method

3. 750 cc of the oil shall be introduced into the

flask.

4. Two gauze cones shall then be placed in the neck of the flask, the tip of the first at the base of the column, and the top of the second just below

the side outlet.

5. The thermometer with its bulb extending just

below the side outlet shall be fitted tightly in the

flask by means of a cork.

6. The receiver shall be tightly connected to the discharge of the condenser.

7. The line carrying uncondensed vapors shall be

connected to the intake of a suitable meter. As an additional precaution in control, the con- densing ring of oil which appears just before the dis- tillation is complete should be not allowed to rise higher than 1 inch in the column.

After the completion of the distillation the volume

of distillate is noted, and the distillate is then run

into a cold bottle and stored for subsequent study.

A second distillation of another 750 cc sample from

the first absorber is now run. If a check result is obtained, the first absorber is emptied, the exact volume of oh is recorded, and the gravity and temperatures taken.

Similar distillations are next carried out on the

oil from absorbers 2 and 3.

5. CALCULATION OF RESULTS Gas volume.—1. Correct the gas volume metered

at the outlet of the absorbers to 60° F. and 30

inches of mercury.

2. From the volume of condensate recovered by

the distidations and the aliquot parts used, as well

as the volume of oil recovered from the absorbers,

calculate the total volume of condensate contained

in the oil from the three absorbers.

3. Calculate the volume of vapor that this total volume of condensate would make, on the basis that

1 gallon of condensate makes 35 cubic feet of vapor.

4. Correct the volume of gas measured at the outlet of the condenser during the distillation to 60° F. and 30 inches mercury. (See 7, in procedure of distillation.) From the aliquot parts of oil used for the distilla- tions and the volume of oil recovered from the absorbers calculate the total amount of noncondensable

gas contained in the oil of the absorbers.

5. Take as the total gas volume the sum of the items calculated under 1, 3, and 4, above.

8. COMPUTATION O? YIELD The gallons of fluid per million cubic feet of gas may be computed conveniently according to the

following formula:

Where A=the total corrected gas volume (item 5, calculation of results), and £=calculated total condensate contained in the oil in the absorbers

(item 2, calculation of results). The result (X) is gallons per million, the volume

of liquid being measured at 32° F. and the volume

of the gas being measured at 60° F. and 30 inches of mercury pressure. CHARCOAL ADSORPTION TEST METHOD

FOEEWOED The apparatus and procedure herein described for the charcoal adsorption test method were adopted

after much study and experimentation. Necessarily,

78
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 503.3

choice had to be made between various alternate forms of apparatus and steps in procedure. Should

experience in general use throughout the industry

develop facts which would make any changes or modifications in apparatus or procedure advisable,

such change will be made before this test method is adopted as a standard.

1. MATERIALS

(a) Charcoal.—The charcoal used for this test shall meet the following specifications:

1. Degree of activity, 40 minutes. (See Appendix

No. 1.) 2. Size, 6-14 mesh; not more than 5 per cent material finer than 14 mesh.

3. Moisture content, not more than 4 per cent by

weight as determined by the following method: A

1-grain sample heated for one hour at 150° C. shall not show a loss of weight of more than four one- hundredths of 1 gram.

(6) Ice for condenser,

(c) Glycerine, C. P.

2. ADSORPTION APPARATUS

Adsorption tubes for which see Figures 38 and 39.

3. DISTILLATION APPARATUS

(Refer to fig. 37) A. Flask.—Standard 1,000 cc Engler distillation

flask. Dimensions, diameter of bulb (outside), 5

Figure 37.Distillation apparatus

inches, 34-inch tolerance. Diameter of column (in- side), between 7/g and 1 inch. Length of column

634 inches, 34-inch tolerance. Length of vapor side tube, approximately 7 inches. Vapor tube to be

connected in middle of column.

B. Condenser.—A. S. T. M. standard gasoline

distillation condenser, described in A. S. T. M. D86,

ee page 44. In addition, a small vapor tube shoulds be soldered in condenser tube just above outlet in such a way that uncondensed vapor may be re- moved without trapping condensate.

C. Thermometer.—A. S. T. M. lew distillation, see table of A. S. T. M. thermometers, 500.2, page 2; thermometer No. 6. D. Meters.—Dry, orifice, or wet, carefully cali- brated. See also procedure. E. Receiver.—A graduated glass-stoppered cylin- der shall be used as a condensate receiver. The

receiver shall be equipped with a rubber stopper

through which outlet tube of condenser extends. The receiver shall be surrounded by an ice bath.

F. Barometer. —Not shown.

G. Thermometers for taking gas temperature.—Not

shown.

4. OPERATIONS OF TEST

(a) Procedure for adsorption.—1. Adsorption tube

is charged with 150 grams of specified charcoal. Previous to use charcoal shall be heated for one hour

at 150° C.

2. All gas measurements are to be made on inlet side of charcoal tube. The gas is to be dried by

MATERIA!.

TIN PLATE. MEbtUM THICKNESS

Figure 38. -Charcoal adsorption tube

means of calcium chloride, before metering, if a dry

or orifice meter is used; and on outlet of meter if a

wet meter is used.

If an orifice meter is used for gas measurement,

proper correction shall be made for specific gravity

of gas flowing into meter.

All gas volumes are to be corrected to 60° F. and

30 inches of mercury without correction for saturation.

3. Rate of flow of gas through charcoal varies with the vapor content of the gas. Rate is defined as the number of cubic feet passing

through the charcoal tube per hour. Several preliminary tests should be made to learn approximate gasoline content of the gas to be tested, and with this information

available the proper rate should be employed in making

a determination. The following rates should be used

:

1. When the vapor content

of the gas is under 100 gallons per million, 20 cubic feet of gas per hour.

2. When vapor content is be- tween 100 and 300 gallons per

million, 15 cubic feet per hour.

3. Whenthevaporcontentis

between 300 and 500gallonsper

million, 10 cubic feet per hour.

4. When the vapor content

is between 500 and 1,000 gal- lons per million, 5 cubic feet per hour.

5. When the vapor content

is over 1,000 gallons per

million, 2 cubic feet per hour.

MATERIAL

TIN PLATE

MEDIUM THICKNESS SCALE. HALF SIXE.

Figure 39.Charcoal adsorption tube

Note.—The volume of gas passed must be such that there will be a recov- ery of approximately 25 cubic centimeters of fluid on distillation.

(V) Procedure for distillation.—The apparatus for

distillation is assembled in accordance with Figure

37. The distilling operation is conducted in the

following manner:

1. One-hundred and fifty cubic centimeters of pure glycerin are poured into distillation flask. Use a funnel for the purpose in order to prevent

glycerine adhering to the neck of the flask.

2. Transfer the charcoal used in the test from the adsorbing tube to the flask.

3. A cork carrying the thermometer is inserted

in the neck of the flask, the thermometer bulb being

located just below the side outlet of flask.

79
503.3 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

4. The condenser box is filled with cracked ice and water. The temperature shall be maintained

between 32° and 34° F. in the condenser box.

5. The beaker or jar in which the condensate

receiver is placed is filled with cracked ice and water.

6. It is very important that the temperature in both the condenser box and the receiver jar be

maintained the same. Furthermore, they should be stirred in order that an even temperature be

maintained throughout.

7. A low flame is lighted under the flask. During

the first few moments of the distillation the burner

is offset so that the flame impinges on the side of the

flask just below the level of the glycerin. This materially assists in preventing foaming of the glycerin.

8. In case the glycerin should foam to the extent

of filling the flask and flowing out the side outlet, the test is lost. When foaming occurs, this continThe result X is gallons per million; the volume of liquid is measured at 32° F.; and the volume of the

gas is measured at 60° F. and 30 inches of mercury

pressure. APPENDIX HO. 1

Method for Determination of Degree of Activation of Charcoal The apparatus for this test is shown in Figure 40.

It is mounted on a suitable board frame. Air

enters at A, passes through drying bottles Bl, B2,

and S3, containing sulphuric acid to remove water

vapor. Next the air passes through two bottles containing carbon tetrachloride, kept at the temperature of melting ice. (These bottles should be

iced for at least 30 minutes before making the test.) Saturated with carbon tetrachloride vapor at

this temperature, the air vapor mixture passes

Carbon Tetrachloride Bottles Sulphuric Acid Bottle*

Figtjhe 40.

Apparatus for testing charcoal for adsorption capacity

gency can be met by playing a flame cautiously around

the upper part of the flask. After the danger point

from foaming is passed the flame is adjusted to the

center of the flask and is so regulated that the dis- tillation consumes about 45 minutes.

9. When the temperature reaches 350° F. the flame

is cut off and the flask allowed to cool.

10. After the flask has cooled enough to permit

handling, disconnect from condenser inlet and flush out condenser with 20 cc water. The volume of condensate in the receiver is read and noted.

5. COMPUTATION OF RESULTS The gallons of fluid per million cubic feet of gas may be computed conveniently according to the

following formula: —264 2—B=Xgallons of fluid per million Where

A=corrected gas volume in cubic feet which has passed through the charcoal and

B=the volume in cubic centimeters of the con- densate recovered.

through the flow meter, then through the charcoal

tube, and finally into the gas flame in which the copper coil is suspended.

The glass charcoal tube should be exactly 14 mm

in diameter, and the tube should be exactly 10 cm

long. A perforated porcelain disk in the bottom of the tube holds the charcoal in place. The flow meter

is calibrated so it passes exactly 770 cc per minute.

In conducting the test the time is noted, the gas burner lighted to give a flame height of about \Yi inches and air supplied under positive pressure until the first indication of a green color in the flame is noticed. The time is again taken. The difference gives the carbon tetrachloride time for the charcoal. This time multiplied by three gives the chloropicrin time. The degree of activation referred to in these standards is the chloropicrin time.

It is advised that the charcoal be bought from a

manufacturer who can guarantee a product which will meet the above specifications. Natural Gas Association of America, tentative standard vapor pressure testing method, September

1, 1928.

80
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 503.3

1. APPARATUS The apparatus and method of procedure is essentially the same as proposed by Walter Reid, which

apparatus consists of a bomb, a pressure gauge, and a water bath.

(a) The Bomb

The bomb consists of two parts. The first, which is the air bomb, is made of a piece of 2-inch standard pipe 10 inches long, with welded ends

having a one-quarter-inch collar welded in the

center of one end and a one-quarter-inch nipple

1 inch long welded in the center of the other end. The bomb must drain completely from either end

when held in a vertical position.

The second part, the gasoline bomb, consists of a piece of 2-inch standard line pipe 2Yi inches long with welded ends having a one-quarter-inch

collar welded in the center of one end, the other end being completely closed. Method of testing.—The apparatus is shown in Figure 41.

(b) Pressure Gauge The pressure gauge shall be an approved make

of vapor tension or test gauge, with a diameter

of 3 or 4}i inches, and scaled for 30 or 45 pounds

pressure. Gauges shall be checked frequently and

adjusted if found to be in error.

(c) Water Bath The water bath shall be of such dimensions that the bomb may be immersed to the bottom of the pressure gauge. Means for maintaining a constant bath temperature of 90° F. should be provided.

2. PROCEDURE

(a) Purging the Air Bomb

Prior to each test the air bomb must be thoroughly

purged of any gasoline or gasoline vapors that may

remain from a previous test. This is best accomplished by filling the air bomb, from which the gauge has been removed, with hot water, then

allowing the bomb to drain. The procedure should be repeated several times. The air bomb is then suspended in the shade on a rack in a vertical position. The bomb should remain on the rack

for at least one hour. Where a large number of determinations are to be made, several air bombs should be provided for each gasoline bomb.

Just prior to the test the pressure gauge is screwed

tightly into the air bomb using a little shellac or powdered lead on the threads of the gauge to make

a tight connection.

(b) Filling the Gasoline Bomb

Before each test the gasoline bomb is rinsed with

water. The water is poured out and the bomb

allowed to drain for one minute.

The bomb is immersed in a tank of the material

to be tested and allowed to fill while being raised or lowered through the liquid. This liquid is used

to thoroughly wash the bomb and is then emptied.

The bomb is refilled in the same manner, care being taken to see it is completely full of the liquid.

The sample is now ready for the test. Should it be necessary to transfer the sample

to the bomb by means of pouring, both the liquid

and the bomb must be cold enough so that no

appreciable change in composition of the liquid occurs during the operation. The bomb shall be

completely full of the liquid when the test is run. The following table gives the temperatures at which gasolines of several vapor pressures should be

held when pouring;

Temperature to which gasoline should be cooled before pouring

Vapor pressure at 90° F. (pounds per square inch absolute)

Temperature

of sample when pouring

F.

32-40

1.5-20 10-15 9 to 12

12 to 16

(c) Conducting Test The temperature of the air in the air bomb is recorded. The air bomb with the gauge in place

Figure 41.

Testing apparatus

is then immediately attached tightly to the gasoline bomb. The apparatus is turned upside down

several times to allow gasoline to run into the air chamber. It is then immersed in a water bath

held constant at 90° F. At the end of five minutes

the bomb is removed from the bath, inverted several times and shaken vigorously. It is then replaced

in the bath, and as soon as the gauge reading

becomes constant, the pressure is recorded. This

will usually require from 5 to 10 minutes.

(d) Calculating Results In order to calculate the vapor pressure of the

gasoline, the final pressure recorded above must

81
503.3 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

be corrected for the change in the pressure of the

air in the bomb due to change in temperature. This

is done by adding to or subtracting from the ob- served pressure the correction given in the following

table opposite the air bomb temperature. Since the pressure of the air in the air bomb was zero pounds gauge when attached to the gasoline bomb,

any pressure shown on the gauge at the end of the

test must have been due to the pressure of the

gasoline vapors and the change in the air pressure. For this reason the gauge pressure when corrected

for the change of the air pressure is the vapor pres- sure of the gasoline in pounds per square inch absolute; for example, the observed gauge pressure is 15 pounds per square inch and the air bomb temperature is 76° F. Reference to the table will show

the correction for this air bomb temperature to be

0.4 pound per square inch. Subtracting this cor- rection from the observed gauge pressure of 15 pounds will give 14.6 pounds per square inch absolute as the vapor pressure of the gasoline.

Correction factors for expansion of air

[Barometric pressure 14.4 pounds per square inch]

Air Domo Air DomD

Temperature °F.Correction Temperature °F.

Correction

Subtract Subtract

30 1.8 72 0.6 32 1.7 74 .4 34 1.6 76 .4 36 1.6 78 .3 38 1.6 80 .3 40 1.4 82 .2

42 1.4 84 .2 44 1.3 86 . 1 46 1.3 88 .1 48 1.2 SO .0 Add

60 1.

1

92 .1 52 1.1 94 . 1 54 1.0 66 . 2 56 1.0 98 .2

58 .9 100 .3 60 .8 102 .3

62 .8 104 .4

64 .7 106 .4

66 .7 108 .5 68 .6 110 .5 70 .5

Figures given in the table to be subtracted from

or added to the observed reading to give vapor

pressure of gasoline in pounds per square inch

absolute at 90° F. The above values were calculated from the for- mula: Increase in air pressure equals

Barometric pressureX(90—air bomb temp.) 460+air bomb temperature Natural Gasoline Association of America, specifi- cations and test methods for natural gasoline, 1928.

Gravity End point (maximum)

Recovery (minimum)

° A. P. I. °F. Per cent Grade "double A" 80. 0-87.

9

375 90 Grade "A" - 72. 0-79.

9

375 90 Grade "double B" 84. 0-92. 375 85 Grade "B"_. 76. 0-83. 9 376 85 Grade "G" 80. 0-92. 375 78

All grades must be noncorrosive. The doctor test on all grades must be negative

("sweet").

The color of all grades must be not less than plus 25 Saybolt.

TESTS

1. Doctor test.—Same as method No. 34, Federal

Specifications Board specification 2d (see 503.0,

p. 66), with the following variations and additions: Change first sentence under the heading " Making

the test," to read: "Shake vigorously together in a

4-ounce sample bottle fitted with a clean glass

stopper or a new clean cork, 10 cc of the sample

to be tested and 5 cc of sodium plumbite solution

for about 15 seconds." Add the following:

Note.—The reagents used shall be chemically pure. Extreme

care must be taken in storing all chemicals and the sodium

plumbite solution in strictly clean, tightly closed receptacles.

2. Corrosion test—Same as A. S. T. M. D130-27T.

(See 503.3, p. 71.)

3. Distillation test.—Same as A. S. T. M. D216-27

(see p. 72) with the following variations and additions: The application of heat, when everything is in readiness, shall be so regulated that the first drop

of the condensate falls from the condenser in not less than two nor more than five minutes from the time

heat is first applied to the flask. The heating shall be continued until the mercury

reaches a maximum and starts to fall consistently,

after the bottom of the flask has become dry. The

highest temperature observed on the distillation thermometer shall be recorded as the end point.

Note.—Absolute pressure on the distillation apparatus during

test must be not less than 735 mm of mercury. New York Produce Exchange, rules regulating the petroleum trade, 1920. NAPHTHA AND GASOLINE

Naphtha and/or gasoline in bulk, barrels, and cases

shall be sold per measured gallon at 60° F. It may,

however, be sold by weight if specially agreed upon

by seller and buyer.

Barrels containing naphtha and/or gasoline shall be painted green with white heads and be well glued.

The gross and tare weight or gauge shall be plainly

marked on the barrel and the buyer may check for correctness, the same rules applying as provided

in the N. Y. P. E. rules relating to refined petroleum.

(See 502.2, p. 43.) Residuum shall be understood to mean a heavy

residue from the distillation of petroleum oil, free from coke, water, and foreign impurities. Fuel oil shall be understood to mean a liquid petroleum oil suitable for use as a liquid fuel and having a pour

test not above 55° F. Gas oil shall be understood

to mean a distillate product from petroleum oil of 23° Beaume gravity or above. Residuum, fuel oil, and gas oil shall be sold per measured gallon at 60° F. It may, however, be

sold by weight if specially agreed upon by seller and buyer.

The gross and tare weight or gauge shall be plainly

marked on the barrel and the buyer may check for correctness, the same rules applying as provided in the New York Produce Exchange rules relating to

refined petroleum.

82
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 503.4

503.4 FUEL AND GAS OILS.

American Oil Burner Association, uniform oil specifications, 1928.

(.The uniform oil specifications of the American

Oil Burner Association were used as the basis for the formulation of United States Department of Commerce Commercial Standard CS12-29, for domestic and industrial fuel oils. (See below.)

Commercial Standard CS12 has been adopted as a standard by the American Oil Burner Association). Federal Specifications Board specification 2d, United States Government master specification for lubricants and liquid fuels. (This publication, containing detailed specifica- tions, methods of testing, and methods of sampling

is published by the United States Government

Printing Office as Technical Paper 323B, Department

of Commerce, Bureau of Mines. The publication includes specifications for fuel oils, which are given

below.)

FUEL OIIS

GENERAL REQUIREMENTS

Sampling.—See A. S. T. M. method D270-27T,

503.0, page 60. Testing—See F. S. B. No. 2d, 503.0, page 66. Note.—For convenience in presentation the test methods have been listed numerically and reference made accordingly in the

following table where tests apply. DETAIL REQUIREMENTS

(a) General

1. Fuel oil shall be a hydrocarbon oil, free from

grit, acid, and fibrous or other foreign matters

likely to clog or injure the burners or valves. If required by the purchaser, the oil shall be strained by

being drawn through two or more filters of wire gauze

of 16 meshes to the linear inch. The clearance through the strainer shall be at least twice the area

of the suction pipe and the strainers shall be in series.

2. Uses.—Navy standard.—Used where a highgrade fuel oil is required. This oil may be used in Diesel engines.

Bunker A.—Used where low-viscosity oil is re- quired. This oil may be used in Diesel engines.

Bunker B.—Used where a more viscous oil than

bunker A can be used. This oil may be used in Diesel engines of a type adapted to an oil of medium

viscosity.

Bunker C.—Used where a high-viscosity oil is satisfactory. This oil may be used in Diesel engines

of a type adapted to an oil of high viscosity,

(6) Properties and Tests

Name and grade

£a

ga

PkR ~aa"

a cs §

>—

Water

(maximum)

(No.

17)

Sediment

(maximum)

(No.

18)

Water

and

sediment,

(maximum)

(No.

19)

Furol

viscosity

at

77°F.

(maximum)

(No.

4)

Furol

viscosity

at

122°F.

(maximum)

(No.

4)

I

a

a.TM

if

s' w

j3a

3

GQ

Per

cent Navy standard 1.5 °F.

1 150

» 150 150

150

Per

cent Percent Per

cent 1.0

1.0 1.0

Sec- onds

100

100

Sec- onds Bunker A

Bunker B 100 Bunker C 2 1.75 -'0.25 300

1 In case of oils having viscosity greater than 30 seconds at 150° F. (Saybolt Furol viscosimeter) (8° Engler), the flash point shall not

be below the temperature at which the oil has a viscosity of 30 seconds.

' A deduction in quantity will be made for all water plus sediment

in excess of 1 .0 per cent.

United States Department of Commerce, trade standards unit, Commercial Standard CS12-29,

Domestic and Industrial Fuel Oils, Januarv 31

1929. (Adopted at a conference of representative manufacturers, distributors, and users, and later accepted

and approved by the industry for promulgation by

the Department of Commerce.)

SCOPE

1. These specifications cover light, medium, and

heavy domestic fuel oils, and light, medium, and

heavy industrial fuel oils for domestic and industrial oil-burning equipment.

GENERAL REQUIREMENTS

2. Properties.—Grades 1 to 4, inclusive, shall be

hydrocarbon oils free from water, acid, grit, and

fibrous or other foreign matters likely to clog or injure the burner or valves. Grades 5 and 6 shall be hydrocarbon oils, free from grit, acid, and fibrous

or other foreign matters likely to clog or injure the burner or valves. If required, it shall be strained by being drawn through filters or wire gauze of 16 meshes to the inch. The clearance area through

the strainers shall be at least twice the area of the

suction pipe and the strainers shall be in duplicate.

83
503.4 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Detailed requirements for domestic fuel oils

[For method of test see paragraph indicated]

Grade of oil

Flash point Water and

sediment

(maxi- mum)

Pour'

point

(maxi- mum)

Distillation test

Viscosity (maxi- mum) Minimum Maximum

10 per cent

point

(maxi- mum)

End point

(maxi- mum)

No. 1. Light domestic fuel oil A light distillate oil for use in burners requiring a high-grade fuel.

No. 2. Medium domestic fuel oil A medium distillate oil for use in burners requiring

a high-grade fuel.

No. 3. Heavy domestic fuel oil A distillate fuel oil for use in burners where a low

viscosity oil is required.

° F.

110

or 1 Pa

165

egal

r. 3

Per cent 0.05

Par. 5

o p_

15

Par. 7

° F.420

Par. 8

F.

COO

Par. 8

125 or 1 Pa190

egal

r. 3

0.05

Par. 5

15

Par. 7

10 per cent point

(maxi- mum)

90 per cent point

(maxi- mum)

° F.440

Par. 9

o p

620

Par. 9

150 or 1 Pa200

Jgal

r. 3

0.1

Par. 5

15

Par. 7

10 per cent

point

(maxi- mum)

F,460

Par. 9

90 per cent point

(maxi- mum)

° F.

675

Par. 9

Sayboli

universal

at 100° F. 55 seconds.

Par. 10

1 Lower or higher pour points may be specified whenever required by conditions of storage and use. However, these specifications

shall not require a pour point less than 0°F. under any conditions.

Detailed requirements for industrial fuel oils

[For method of test see paragraph indicated]

Grade of oil

Flash point Water and

sediment

(maxi- mum)

Pour point

(maxi- mum)

Viscosity (maximum) Minimum Maximum

No. J,. Light industrial fuel oil An oil known to the trade as a light fuel oil for use in burners where a low

viscosity industrial fuel oil is required.

No. 5. Medium industrial fuel oil Same as Federal Specifications Board specification for bunker oil "B" for burners adapted to the use of industrial fuel oil of medium viscosity.

No. fi. Heavy industrial fuel oil Same as Federal Specifications Board specification for bunker oil "C" for burners adapted to oil of high viscosity.

o p_

150Pe

(') r. 4

Per cent1.0 Par. 5

(

2) Par. 7

Saybolt universal at 100° F.

125 seconds.

Par. 10

150 1.0 Par. 5

Saybolt furol

at 122° F.

100 seconds.

Par. 4 Par. 10

150

Water and

sedi- ment

Per

cent

2. on

Sedi- ment

Per

cent

0. 25

Saybolt furol

at 122" F.

300 seconds.

Par. 4 Par. 6 Par. 10

1 Whenever required, as, for example, in burners with automatic ignition, a maximum flash point may be specified. However, these

specifications shall not require a flash point less than 250° F. under any conditions.

2 Pour point may be specified whenever required by conditions of storage and use. However, these specifications shall not require a pour point less than 15° F. under any conditions.

84
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 503.5

METHODS OF TEST

FIASE POINT

3. Minimum.—The flash point, instrument, and

method for determining minimum flash point shall be that legal for the locality in which the oil is sold. In absence of legal requirements, the minimum flash point shall be determined in accordance with A. S. T. M. D93. (See 503.0, p. 49.)

4. Maximum.—Standard method of test for flash point bv means of the Pensky- Martens closed

tester as' in A. S. T. M. D93. WATER AND SEDIMENT

5. Standard method of test for water and sedi- ment in petroleum products by means of centrifuge as described in A. S. T. M. D96. (See 502.2, p. 39.)

6. Standard method of test for water and sedi- ment in petroleum products by means of distilla- tion and extraction as described in A. S. T. M. D95

(see 502.2, p. 38) for water, and test method No. 18, Federal Specifications Board specification 2d

(see 503.0, p. 66) for sediment. A deduction in quantity will be made for all water plus sediment in excess of 1 .0 per cent.POUR POINT

7. Tentative method of test for pour points of petroleum products as in A. S. T. M. D97. (See

502.2, p. 40.) DISTILLATION TEST

8. Standard method of test for distillation of

gasoline, naphtha, kerosene, and similar petroleum

products as in A. S. T. M. D86. (See 503.0, p. 44.)

9. Standard method of testing gas oils as in A. S. T. M. D158 (see 503.0, p. 154), except as to the pro- cedure in taking readings, which shall be taken as required in these specifications. VISCOSITY

10. Standard method of test for viscosity of pe- troleum products and lubricants as in A. S. T. M.

D88. (See 503.0, p. 47.) SIGNIFICANCE OF TESTS PRESCRIBED

FLASH POINT

11. The flash point of a product may be defined as the temperature to which it must be heated in order

to give off sufficient vapor to form an inflammable

mixture with air. This temperature varies with the apparatus and procedure employed and conse- quently both must be specified when the flash point

of an oil is stated.

12. The minimum flash point of oils used for fuel

is usally controlled by law. When there are no legal

requirements, the minimum values in the table are

to be employed. Maximum values are specified in

oils Nos. 1, 2, and 3 to insure the required ease of

ignition. WATER AND SEDIMENT

13. Water and sediment are impurities which are almost entirely excluded in oils Nos. 1, 2, and 3 and

which are permitted in somewhat larger quantities

in oils Nos. 4, 5, and 6. It is difficult to eliminate them entirely from this latter group of oils, and the advantage is not sufficient to justify the cost.

14. Water and sediment are determined together

by the centrifuge, except with oil No. 6, where water

is determined by a distillation method, and sedi- ment by extraction with benzol. POUR POINT

15. The "pour point" of an oil is the lowest temperature at which an oil will flow under prescribed

conditions. Pour-point specifications are included

in order that oil may be secured which will not cause

difficulty in handling or in use at the lowest temperatures to which it may normally be subjected.

DISTILLATION

16. Laboratory distillation of a sample under pre- scribed conditions gives an index of the volatility

of the oil. The 10 and 90 per cent points represent,

respectively, the temperatures at which 10 and 90

per cent of the sample are distilled over. The end

point is the maximum temperature recorded by the

distillation thermometer at the end of the distilla- tion.

17. The 10 per cent point serves as an index of the

ease of ignition of the oil and the 90 per cent point

and the end point are specified to make sure that the

oil will burn completely and produce a minimum

amount of carbon.

VISCOSITY

18. The viscosity of an oil is the measure of its resistance to flow. Maximum limits are placed on

this property because of its effect upon the rate at which oil will flow through pipe lines and upon the

degree of atomization that may be secured in any

given equipment.

19. Viscosity is measured as the seconds required

for a definite volume of oil to pass through a small tube of specified dimensions at a definite temperature. Viscosity decreases rapidly as temperature

increases and preheating makes possible the use of

oils of relatively high viscosity at normal temperatures. The Saybolt universal viscosimeter is used

for fuel oils of fairly low viscosity and the Saybolt

furol viscosimeter for heavier oils. Note.—It will be noted that these specifications make no reference

to the gravity of the oil, a quality that has been widely used in the past as an index of volatility. Gravity is of no value as an indicator

of the volatility or viscosity of a fuel oil, and consequently no gravity

limits are given.

503.5 KEROSENE AND SIMILAR ILLUMINATING OILS.

American Fvailway Association, signal section,

specification 1911, illuminating oil. 1. Sample must not flash below a temperature of 110° F. in the "Elliott" closed cup nor burn below

160° F. in the "Tagliabue" open cup when heated

at the rate of 2° per minute and flame applied every

2°, beginning at 100° F.

2. Must be not less than 47.3 Baum6, or a specific

gravity of 0.7896.

3. Must be strictly water white in color and

remain perfectly clear and transparent when cooled

to a temperature of 0° F. and held there for 10

minutes. Oil must be perfectly neutral, showing

neither acid nor alkaline reaction.

4. A sample will be taken from each carload or part carload lot (either in bulk or in packages) and

such sample shall be considered representative of the entire shipment.

5. Samples will be taken with a thief.

6. The oil must burn steadily and clearly in a

suitable lamp without smoking and with a minimum

incrustation of the wick for a period of at least 100

hours.

7. Any sample failing to meet the requirements

of this specification will be condemned, and the shipment represented by it will be returned to the

manufacturer, who must pay all freight charges.

American Society for Testing Materials, standard

method of test for burning quality of kerosene oils, serial designation D187-27; 1927. Approved as American Standard by the American

Engineering Standards Committee, now the American Standards Association.

85
503.5 STANDARDS AND SPECIFICATIONS FOR NONMBTALLIC MINERALS

1. The burning test for kerosene oil is intended for the determination of the burning quality of ordinary kerosene used for illuminating purposes. APPARATUS 88

2. Standard brass Saybolt test lamp (see fig. 42, facing p. 222). The lamp shall conform to the fol- lowing require-ments:

Inches Centi- meters

Toler- ances

Inside diameter of burner opening Top of font to top of burner opening

Outside diameter of font

1. 21 .45

5. 50 2.49 5.50

.69 .08

.33 .65

.03

3.08

1.14

13. 97

6. 33

13. 97

1. 75 .20

.83

1. 66

.07

cm

±0. 01 .02

Outside depth of font. Bottom of font to bottom of base

Filling opening:

Inside diameter

Distance from side of font Height above font Width of rim at bottom of font Thickness of metal

3. Miller No. 2 sun hinge burner (see fig. 43) or any

other burner meeting the following:

The burner shall conform to the following require- ments:

Thickness of metal 24 B. & S. gage Height of cone from base of cone (outside) Inside diameter of cone at base

Inside diameter of cone at base of flame

spreader:

Parallel to slot Perpendicular to slot Height^of cone from base to a point 1 cm:

Right of center , Left of center

Over-all diameter of flame spreader at base.._ Height of collar at flame spreader base Diameter of scallops Depth of scallops Center of screw to bottom of collar (outside) __ Holes at base of spreader 28 in number:

Diameter

Spacing, edge to edge Space at back of flame spreader collar (with- out holes).. Space at front of flame spreader collar (with- out holes) Width of flame spreader slot at top: Center

1 cm to left of center

1 cm to right of center Width of wick holder (outside) Depth of wick holder (outside) Length of wick holder Width of air vent (outside) Depth of air vent (outside) Length of air vent Top of wick holder to base of flame spreader

slot Base of flame spreader slot (inside) to edge

of wick holder (outside) Edge of flame spreader slot (top center) to top center edge of wick holder: wick holder

to run parallel to flame spreader slot Lower half: Diameter at widest point (parallel to slot).. Diameter at first constriction. Diameter at second constriction Diameter at third constriction Diameter at fourth constriction Diameter at bottom

Ventilating openings, 12 in number, width: Center Top and bottom.

Ventilating openings, height: Center

Sides

Inches Centi- meters

1.20

1. 81

1.43

1. 43

1. 15

1. 15 2.76

.31

.21

.08

.29

.39

.39

.39

.96

.17

1. 75 .34

.08 1.67

.03

.11

2. 22

2. 18

1. 96

1.42

1. 22

1. 19

.29

.21

.24 .32

3. 05

4. 60

3.64

3. 62

2. 92

2. 92

7. 01 .79 .54 .20

.73

.24 .35

2. 10

1. 55

1.00

1.00

1.00

2.44 .44

4. 45

.87

.20

4. 25

.29

5.64

5.53

4. 97

3. GO

3. 10

3. 02

.73 .54

.61 .81

Toler- ances

0. 05

.02

.02

.02

.05

.06

.01 .07

.01 .02

38 The equipment used in this test is selected to secure results in a reasonably short time, and it should be understood that this does not

indicate any preference as to the proper type for general household

uae.

Top of wick holder to top of holder support.. Top of lower half of burner to outside holder support

Screen: Diameter of screen.. Length of slot in screen Width of slot, narrowest point Width of slot, widest point Diameter of holes in screen Number of holes in screen per square centi- meter, 45, with a tolerance of 7. Height of screen from base to top (over all). Diameter of screen at top Diameter of screen at rim

Inches

1.01

.62

2.12

1.01 .20

.30

.05

.11

1. 16 .10

Cent! meters

2.57

1.57

5.38

2.56 .52

.75 .12

.29

2.94

.26

Toler- ances

cm

0.03

.02

.02 .05

.02

.02

.03

.01 .02

.01

Note.—The burner shall be used as received from the manufacturer provided it meets the above specifications and is free from gross imperfections of manufacture. It shall be clean and in good condition at the start of the test, but emery paper shall not be used in cleaning nor imperfections removed by means of a file or otherwise.

4. Macbeth-Evans No. 514 pearl top chimney (see

fig. 42) . —The chimney shall conform to the following

requirements, all figures being outside measurements:

Total height Diameter of constriction: Upper

Lower

Diameter at widest point Diameter at top Diameter at bottom

Distance from bottom to narrowest point Distance from bottom to widest point Distance from bottom to constriction near bottom

Thickness of glass at constriction: Top

Bottom

Inches

8.06

1.77 2.27

3.69

2.83 2.60

7.03

2.47

.30

.07

.05

Centi- meters

20.48

4.50

5.77

9. 36

7.20

6. 61

17. 86 6.27

.77

.19 .12

Toler- ances

cm

0.50

.07

.09 .06

.55 .55

.19

.05

.03

5. American Wick Co.'s "B" or similar No. 2

wick.—The wick shall be used as received from the manufacturer and shall not be extracted with ether

or other solvent previous to use. A wick shall be

rejected if it fits the wick guide too loosely or too

tightly, and a new wick shall be used for each burning test.

6. A sight gage for measuring the flame height and

width accurate to one-sixteenth inch shall be used. The sight gage shown in Figure 45, facing page 222,

is satisfactory.

7. A special room for conducting the burning test

is desirable, but the lamp may be burned in any

part of any adequately ventilated room reasonably

free from drafts. The temperature of the room is immaterial, but it shall not vary more than 20° F. during the test. PROCEDURE

8. The lamp shall be cleaned and 850 cc of the oil to be tested shall be poured into the font. The

wick, wetted with the oil, shall be inserted in the

burner, and the burner shall be firmly screwed into the font. The wick shall be trimmed with the

scissors so as to produce a flame, which, unless other- wise specified, shall be 1% inches in height measured

from the top of the wick guide and 1% inches in width at its widest point. (See fig. 43.) The trim- ming should be done very carefully to produce a smooth symmetrical flame free from peaks or ears, and the lamp should be lit and the flame inspected

from time to time during the course of trimming in order to determine whether the trim is satisfactory.

86
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 503.6

Proper height can be obtained by turning the wick

up or down and the proper width obtained by trim- ming the corners of the wick. These adjustments

should be made to ±Me inch from the standard

flame dimensions. The lamp shall be allowed to burn for one hour, and the flame then readjusted,

if necessary, to the standard dimensions. At the end of the first hour the lamp shall be weighed, while burning, on a platform balance accurate to 1 g, and

weighed again after exactly 60 minutes further burning. The oil consumed shall be calculated in cubic centimeters per hour. The initial rate of oil consumption, thus established, shall not vary from

43 cc per hour by more than ±2 cc. With proper

attention to the flame dimensions this measurement

is needed only as a check, since with a given flame

size and shape the initial rate of oil consumption

will always be within the limit set.

9. The oil shall be allowed to burn continuously,

without further adjustment of any kind, for the duration of the test. The lamp shall be refilled to within one-fourth inch of the top of the fount, at

intervals of eight hours, without putting out the

flame.

10. Unless otherwise specified, the duration of the test shall be 24 hours of continuous burning.

11. At the end of the test the height and width

of the flame and the condition of the chimney,

flame, and wick shall be noted. The final flame measurement shall be taken without refilling the lamp.

12. With care and proper attention to detail, the average oil consumption per hour should not differ in duplicate determinations by more than 2 cc. With this condition fixed, the other characteristics

of the oil will be reproduced invariably, with the exception of initial mushroom formations ("ears,"

"niggers," "toadstools"), reproducibility of which

will vary with the quality of the oil, amounting in the poorer oils to 10 per cent of the burning time. Federal Specifications Board specification 2d, United States Government master specification for lubricants and liquid fuels. (This publication, containing detailed specifications, methods of testing, and methods of sampling,

is published by the United States Government

Printing Office as Technical Paper 323B, Department of Commerce , Bureau of Mines. The publication includes specifications for illuminating oils, which are given below.)

ILLUMINATING OILS

GENERAL REQUIREMENTS

Sampling—See A. S. T. M. method D270-27T,

503.0, page 60. Testing.-—See F. S. B. No. 2d, 503.0, page 66. Note.—For convenience in presentation, the test methods have

been listed numerically and reference made accordingly in the

following table where tests apply. detah requirements

(a) General.—1. The oil shall be free from water,

glue, and suspended matter.

2. Uses.—Kerosene: Used as an illuminating oil. Long-time burning oil: Used where a long-time

burning oil is required. Three-hundred-degree

mineral seal oil: Used for lamps in passenger coaches and for illuminating railroad equipment,

and where a high-flash illuminant is required.

(6) Properties and tests.—

Name and grade

Color, darkest al- lowed

O. 1)

Flash

point,

tag, mum

(No. 8)

Sul- phur, maxi- mum

^iN O. OL)

Flock

test

End

point, maxi- mum

^1\0. i)

Cloud

test, maxi- mum

Saybolt No. "F. Per cent Negative "F. "F. Kerosene 16 115 0. 125 (No. 11) 625 5 Long-time burning

oil 21 115 .10 (No. 11) 600 Zero.

300° mineral seal 16 (No. 12) 32

Name and

grade

Doctor

test (No. 34)

Burning

test Photometric test

Reaction

test (No. 29)

Flash

point, Cleveland, mini- mum

(No. 10)

Kerosene Hours

(No. 16) 16

(No. 14) 120

(No. 15) 20

May be re- quired.

°F.

Long-time Negaburning oil. 300° mineral

tive. Neutral 250

seal.

503.6 MINERAL SEAL OIL. American Society for Testing Materials, standard

method of test for burning quality of mineral seal

oil, serial designation: D239-27, 1927.

Figure 43.

Burner

Approved as American Standard, by the American

Engineering Standards Committee, now the American Standards Association.

1. The burning test for mineral colza oil is intended for the determination of the burning

quality of the special illuminating oil known to the trade as mineral seal oil, 300 oil, or mineral colza oil, used in railway coach lamps.

100925°—30 7 87
503.6 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

APPARATUS

2. The lamp shall be the standard Dressel No. 520 side lamp fitted with a No. 3 dual burner

without spring chimney holder and without smoke

bell.

3. A 24-fluid-ounce font having the following measurements shall be used:

Inside diameter of burner opening

Outside diameter of font at bottom

Outside diameter of font above constriction Outside diameter of font at widest point Outside diameter of font at neck Height of font (to top of collar)—- Height of font (to outside edge top) Diameter of inside compartment

Thickness of metal

Inches

1. 39

3. 74

4. 06

4. 50 1.85

4. 31

3. 65

1.89 .03

Centi- meters

3. 52 9.49

10. 32

11.43 4.69

10. 95 9.27

4. 80

.07

Toler- ances

cm

±0. 01

4. The burner shall be a Dressel " D " or No. 3 dual

burner, without skirt, or any other burner meeting

the following requirements:

Upper part of burner: Thickness of metal, No. 24 B. & S. gage. Height of cone from base of cone

Center.—

1 cm to right of center - 1 cm to left of center Inside diameter of cone at base - —

Inside diameter of cone at constriction Inside diameter of cone at base of flame

spreader slot

Parallel to slot. —

Perpendicular to slot Height of collar Holes near base of cone, 18 in number

Diameter

Spacing edge to edge

Spaces at sides of cone (without holes).. Width of flame spreader slot

Center — 1 cm to right of center

1 cm to left of center Ventilating openings, 40 in number in each row

Top row (diamond shaped), height and

width — Second row (circular shaped), diameter

.

Third row (diamond shaped), height and

width

Fourth row (circular shaped), diameter.

.

Bottom row (diamond shaped)

Height—

Width

Lower part of burner: Diameter of widest point Diameter at narrowest point (just below

screen) Diameter at bottom (thread) Top of screen (outer edge) to bottom of burner Top of wick holder to top of screen Holes in screen

Outer circle, 36 in number, diameter Second circle, 36 in number, diameter

Inner circle, 36 in number, diameter Space between wick holders Wick holders

Width (outside) Depth (outside) Length. Wick holder brace: Width (outside) — Depth (outside)

Inches

1. 61

1. 57

1. 56

2. 05 2.00

1.49

1. 52

1. 95

. 11

. 13 .78

.31

.31 .31

.13

.09

.13

.22

.11

2. 31

1.28

1. 40

1. 65

.91

.11

. 11 .07

. 11

1. 18 .19

2.54

1.02

.15

Centi meters

4. 09

3. 98

3. 97

5. 20

5. 08

3.79

3. 85

4. 96

.27

.33

1. 98

.78

.33

.22

.33 .22

.55

.28

5. 87

3.26

3. 55

4. 19 2.30

.27

.27

. 17 .27

3. 00 .48

6.44

2.60 .38

Toler- ances

cm

0. 03 .03

.05

.02 .02

.02

.06

.04

.06 .02

Following measurements taken with upper part of burner fitted evenly and tightly in lower half:

Inches Centi- meters

Toler- ances

Top of wick holder to base of flame spreader cm

slot.. 0.32 0.81 0.03 Base of flame spreader slot (inside) to edge of wick holder (outside) ... .13 .34 .04 Height of burner (over-all) 3.24 8.23 .03

5. The chimney shall be a Keystone No. 24 chimney, or any other chimney meeting the following

requirements

:

39

Total height.. _. Diameter at top Diameter at a point 1.75 inches (4.44 cm) from

top Diameter at a point 5 inches from top Diameter at widest point Diameter at the bottom _ Distance from bottom to widest point Distance from bottom to constriction near bottom

Thickness of glass at top Thickness of glass at bottom

Inches Centi- meters

9. 94 1.60

1.60

2. 60

3. 58

2. 55 2.69

.94 .06

.05

25. 24 4.06

4.06

6. 60 9.10

6. 47 6.78

2.38

. 14

. 12

Toler- ances

.03 .11

.01 .03

6. The wicks shall be the American "D" dual wick and shall be used as received from the manufacturer. New wicks shall be used in each test.

7. A platform balance sensitive to 0.1 g shall be

used.

8. The lamp shall be burned in a well-ventilated room, free from draughts, and not subjected to the

direct rays of the sun. The lamp shall be mounted

on a wall, at a distance of approximately 2){ inches from the wall, by means of a bracket provided with

the lamp.

9. A sight gage, or some other suitable flame- measuring device, accurate to one-sixteenth inch,

shall be used. The gage shown in Figure 45, facing page 222, is satisfactory.

PROCEDURE

10. Place approximately 600 cc of the oil to be

tested in a clean font. The wicks, wetted with the

oil, shall be inserted in the burner and then assembled with the font and chimney. The wicks shall then be trimmed with scissors so that they are of the same height and so as to produce a flame which,

unless otherwise specified, shall be 1^6 inches

high, measured from the top of the wick guide,

and 1% inches wide at its widest point. The trim- ming shall be done very carefully to produce a

flame free from peaks or ears and the lamp should be lit and the flame frequently inspected during the course of the trimming in order to determine the

conditions of the flame as to size and shape. Proper

height can be obtained by turning up or down, and

the proper width by trimming the corners of the

wick. These adjustments shall be made to ± J*i 6

38 All measurements are outside.

88
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 503.7

inch from the standard flame. After the proper

'flame has been obtained, the burner and wicks shall be removed, the wicks dried as thoroughly as possible without removing the wicks from the burner,

and the apparatus assembled with a clean font and

chimney. Weigh the assembly and then pour

exactly 600 cc of the sample into the font, then light the lamp and weigh again while burning. After one hour, the flame shall be measured and adjusted,

if necessary, to the proper height and width. Allow the lamp to burn continuously until 570 cc

of oil has been consumed, as determined by weight. In general, 570 cc of oil will be consumed in not

less than 20 hours. At the end of the test, record

the number of hours burned, the flame change,

and the condition of wick and chimney.

Federal Specifications Board, specification 2d,

United States Government master specification for lubricants and liquid fuels. (See 503.5, p. 87.) 503.7 LONG-TIME BURNING (SIGNAL) OIL. American Society for Testing Materials, standard method of test for burning quality of long-time

burning oil for railway use, serial designation

D219-27; 1927. Approved as American Standard, by the Ameri- can Engineering Standards Committee, now the American Standards Association.

1. The burning test for long-time burning oil is intended for the determination of the burning quality

of special kerosene oil used in railway semaphore

signal lamps.

APPARATUS

2. The lamp shall be the standard American

Railway Association, signal section, semaphore

lamp.

3. A 31-fluid-ounce font, about 3 inches high,

measured from inside the bottom to top of burner

collar, and fitting the standard lamp, shall be used.

4. The burner shall be a Dressel No. 23 long-time

burner, New York Central type, or any other burner meeting the following requirements: A nickel- plated long-time burner made of suitable weight

metal, provided with the conventional wick-adjusting device, with any convenient means of fitting to font, and in other respects corresponding to the

following requirements:

Flame spreader.—Cylindrical, five-sixteenths inch

in height and one-half inch in inside diameter,

soldered to the top of wick tube. Two V-shaped

slots, placed opposite to each other, with top of v one-fourth inch wide and bottom ending just

above top of wick tube. Wick tube.—One and fifteen-sixteenths inches in length, one-fourth inch in inside diameter, and

extending five-eighths inch above top of wick tube. Chimney-support ring.—One and one-fourth inches

in inside diameter, seven-sixteenths inch below top

of flame spreader, equipped with four springs to hold chimney in place.

Air vents.—Four J4 6-inch holes placed symmetrically in flame spreader just above the top of the wick tube; four rectangular openings, sevensixteenths inch high, by nine-sixteenths inch wide,

placed below the chimney support ring and between

the chimney springs.

5. The chimney shall be a No. 55-D chimney,40 or any other chimney meeting the following require- ments: Straight wall glass 2% inches high and 1%

inches in inside diameter, with rim at top and

bottom.

6. A new gray round felt wick, approximately

7% inches long and three-sixteenths inch in diameter,

*" This term, "55-D chimney " is fully descriptive with glass manufacturing companies as the long-time burner chimney covered by these specifications.

made by sewing a strip of felt one-half inch wide

by 7% inches long by one-eighth inch thick into proper form is suitable. The wick shall be washed

with redistilled ether and dried at room temperature

before use.

7. A platform balance sensitive to 1 g shall be used.

8. The lamp may be burned in any well venti- lated room, or out of doors, if not subjected to the

direct rays of the sun.

9. A sight gage, or other suitable flame measuring

device, accurate to one-sixteenth inch shall be

used. The sight gage shown in Figure 45 is satisfactory.

PROCEDURE

10. Seven hundred and fifty cubic centimeters

of the oil to be tested shall be placed in the font. The burner, wick, chimney, and font shall be

assembled, the rough edge trimmed from the wick

and the wick centered in the flame spreader,

lighted and adjusted to give a flame three-fourths inch high, measured from top of wick. This,

and all following flame measurements, should be

made with the assembly inside of the lamp, with

Figure 44.Burner

slide open, and in a room free from drafts. The

flame should have a flat top and be of the general

shape indicated in Figure 44. If this can not be accomplished by leveling the lamp, the burner

should be rejected. Inability to secure the specified flame shape will be due, in such cases, to improper alignment of the sides of the flame

spreader. It is essential that the specified flame shape be adhered to, as any deviation from it may

influence the rate of oil consumption and the flame

drop. The assembly shall be weighed while burning, then placed in the lamp. The wick shall be

readjusted, if necessary, without removing the

font from the lamp, during the first four hours. The lamp shall be allowed to burn continuously for the duration of the test. After 96 hours, the font assembly shall be removed from the lamp, weighed

while burning and then replaced in the lamp.

After 120 hours the lamp shall again be weighed

and the average rate of oil consumption per hour

calculated for the 96 to 120 hour period. From

this rate and the original weight of oil in the font, the number of additional hours required to make

the total quantity of oil consumed 650 cc shall be calculated and the lamp burned the calculated length of time. The oil consumption shall be verified by weighing at the end of the test. The time

required to burn 650 cc will, in general, be not less than 120 hours and not more than 144 hours if

89
503.7 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

proper attention is paid to initial flame height and

shape. At the end of the test, observe and record the change in height of flame, and condition of the wick and chimney.

Federal Specifications Board, specification 2d, United States Government master specification for lubricants and liquid fuels. (See 503.5, p. 87.) 504. LUBRICATING AND INSULATING OILS

(INCLUDING PARAFFIN OIL) AND

GREASES

504.0 GENERAL ITEMS.

American Society for Testing Materials, standard

methods of test for viscosity of petroleum products

and lubricants, serial designation D88-26; 1926. See 503.0, page 47. American Society for Testing Materials, tentative method of test for precipitation number of lubrica- ting oils, serial designation D91-29T; 1929.

1. This method is commonly used for steam

cylinder stocks and black oils and may be used for other lubricating oils. DEFINITION

2. A. S. T. M. -precipitation number of lubricating

oils.—The number of cubic centimeters of precipitate formed when 10 cc of lubricating oil are mixed with 90 cc of petroleum naphtha as specified in section 5 and centrifuged under prescribed

conditions. APPARATUS

3. Centrifuge.—Same as section 3 of A. S. T. M.

D96. (See 502.2, p. 39.)

4. Centrifuge tubes, A. S. T. M. type.—These

tubes shall be made of suitable glass and thoroughly

annealed. The total capacity shall be about 125 cc and the mouth shall be suitably constricted for clos- ing with a cork. The graduations shall be clear and

distinct, reading upward from the bottom of the tube

as follows:

Range Scale

divisions Limit of error Numbered

cc cc cc cc 0-0.5 0.05 0.02 %.

0.5-3 .1 .05 1, 2, 3. 3-5 .5 .2 4, 5. 5-10 1. .5 6, 8, 10. 10-25 5.0 1.0 15, 20, 25. 50-100 50.0 1.0 50, 100.

The shape is optional provided it does not conflict with the other requirements.

5. (a) Petroluem naphtha conforming to the fol- lowing requirements shall be used for the diluent.

Gravity, ° A. P. I. at 60° F 70 to 73. Aniline point, ° C 58 to 60. Initial boiling point, A. S. T. M.._ Not less tban 122° F. (50 °C.)

50 per cent point, A. S. T. M 1.58° to 176° F. (70° to 80° C). End point, A. S. T. M Not more than 206° F. (130° C).

(b) The initial boiling point, the 50 per cent point,

and the end point of the petroleum naphtha shall be determined in accordance with A. S. T. M. D86.

(See 503.0 p. 44.)

(c) The aniline point of the petroleum naphtha

shall be determined as follows: Measure 10 cc of the sample and 10 cc of the aniline (freshly distilled, free from aminothiophenes) into a large test tube

fitted with a stirrer and a thermometer. Heat the mixture by means of a naked flame until it becomes

homogeneous, and then allow to cool until it becomes

turbid. Raise the temperature slightly and make

a duplicate determination. Disregard any slight

initial turbidity, taking the temperature when the

solution becomes completely cloudy. If the aniline point is more than 10° C. above the room temperature, use another larger test tube to form an air jacket.

PROCEDURE

6. Exactly 10.0 cc of the oil to be tested shall be

measured in each of two clean and dry centrifuge tubes at room temperature. Each tube shall be

filled to the 100 cc mark with the prescribed diluent and closed tightly with a softened cork (not a rubber

stopper). Each tube shall then be inverted at

least twenty times, allowing the liquid to drain thoroughly from the tapered tip of the tube each

time. The tubes shall then be placed in a water

bath at 90° to 95° F. for five minutes. The corks

shall be momentarily removed to relieve any pres- sure and each tube shall again be inverted at least twenty times exactly as before. The success of this method depends to a large degree upon having a

thoroughly homogeneous mixture which will drain quickly and completely from the tapered tip when

the tube is inverted.

7. The two centrifuge tubes shall then be placed

in the centrifuge on opposite sides and shall be

whirled at a rate of 1,400 to 1,500 r. p. m. or equivalent for 10 minutes. The volume of sediment at the bottom of each tube shall be read and recorded,

estimating to 0.05 cc if possible. The tubes shall then be replaced in the centrifuge, again whirled for 10 minutes as before, and removed for reading the volume of the sediment as before. This operation

shall be repeated until the volume of sediment in each tube remains constant for three consecutive

readings. In general, not more than four whirlings

are required, for oils having a low precipitation

number.

8. The volume of the solid sediment at the bottom

of each centrifuge tube shall be read, estimating to

0.1 cc or closer if possible. If the two readings differ by not more than 0.1 cc the mean of the two shall be reported as the "A. S. T. M. precipitation number." If the two readings differ by more than O.lcc two more determinations shall be made and the average of the four determinations shall be reported.

ACCURACY

9. With care and proper attention to details, duplicate determinations of precipitation number by

this method should not differ by more than 0.1, provided the centrifuge tubes are accurate and

readable to this degree.

American Society for Testing Materials, standard

method of test for flash and fire points by means of open cup, serial designation D92-24; 1924. Approved as American Standard by the American Engineering Standards Committee, now the American Standards Association.

1. The open cup flash and fire test on all products

except fuel oils and those having an open cup flash below 175° F. shall be determined in the Cleveland open cup. APPARATUS

2. The cup shall be supported by a metal plate one-fourth inch (0.635 cm) in thickness and 6 inches

(15.24 cm) in width. The plate shall be of brass, cast iron, wrought iron, or steel. In the center of the plate there shall be a plane depression onethirty-second inch (0.079 cm) in depth, and of just

sufficient diameter to fit the cup. There shall be a

circular opening 2%e inches (5.50 cm) in diameter,

cut through the plate, centering with the center of the above-mentioned depression. The plate shall be covered with a sheet of hard asbestos board

one-fourth inch in thickness, and of the same shape

90
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 504.0

as the metal plate. There shall be cut in the center

of the asbestos board a circular hole just fitting the

cup. Heat may be supplied from any convenient

source. The use of a gas burner, electric heater, or alcohol lamp is permitted, but under no circumstances are products of combustion or free flame allowed to come up around the cup. The source

of heat shall be centered under the opening in the

plate and shall be of a type that will not produce

r

yFilling Mark

k- 20k) M

Figure 46.Cleveland open cup

local superheating. If a flame heater is used, it may

be protected from drafts or excessive radiation by

any suitable type of shield, that does not project

above the level of the upper surface of the asbestos board.

3. The thermometer shall conform to the require- ments of thermometer No. 8. (See A. S. T. M.

table of thermometers, 500.2, p. 2.) PROCEDURE

4. (a) The thermometer shall be suspended or held in a vertical position by any suitable device, the bottom of the bulb shall be one-fourth inch

(0.635 cm) 41 from the bottom of the cup, and

above a point half way between the center and back

of the cup.

(b) The cup shall be filled with the oil to be

tested in such a manner that the top of the meniscus

is exactly at the filling line at room temperature.

The surface of the oil shall be free from bubbles. There shall be no oil above the filling line or on the

outside of the apparatus.

(c) The test flame shall be approximately five thirty-seconds inch (0.397 cm) in diameter.

Note.—For purposes of comparison it is recommended that a bead

of suitable light-colored material be mounted in a convenient position

so that the size of the test flame can be determined. The device for applying the flame may be of any suitable type, but it is suggested

that the tip be approximately one-sixteenth inch (0.159 cm) in diameter at the end and that the orifice be one thirty-second inch (0.079 cm) in diameter. If the device for operating the test flame be mounted in such a manner as to permit automatic duplication of the sweep

of the test flame, the radius of swing shall be not less than 6 inches.

(d) The test flame shall be applied as the temperature read on the thermometer reaches each successive 5° F. mark. The flame shall pass in a

straight line (or on the circumference of a circle having a radius of at least 6 inches) across the center of the cup and at right angles to the diameter

passing through the thermometer. The test flame

shall, while passing across the surface of the oil, be

in the plane of the upper edge of the cup. The

time for the passage of the test flame across the cup

shall be approximately one second.

(e) The oil shall be heated at a rate not exceeding

30° F. per minute temperature rise till a point is reached approximately 100° F. below the probable

flash point of the oil. Thereafter the rate of heating

shall be decreased and for at least the last 50° F. before the flash point is reached the rate shall be

not less than 9° nor more than 11° F. per minute.

5. The flash point shall be taken as the temperature read on the thermometer when a flash appears

at any point on the surface of the oil. The true

flash must not be confused with a bluish halo that sometimes surrounds the test flame.

6. After determining the flash point, the heating

shall be continued at the specified rate of 9° to 11°

F. per minute, and application of the test flame

shall be made at the specified intervals until the oil

^<

(Asbestos Disk

i TfS

1

I— ~fT r—

! I 4

' Plate'' Figure 47.—-Healing 'plate

« The immersion line engraved on the thermometer stem will be

one-sixteenth inch (0.159 cm) below the level of the rim of the cup.

ignites and continues to burn for a period of at

least five seconds. The method of application of the flame shall be the same as for flash point. The

temperature read at the time of the flame application, which causes burning for a period of five sec- onds or more, shall be recorded as the fire point.

7. The flash-point and fire-point tests shall be

made in a room or compartment free from air drafts. The operator shall avoid breathing over the surface

91
504.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

of the oil. It is desirable that the room or compartment be darkened sufficiently so that the flash may be readily discernible. American Society for Testing Materials, standard

method of test for saponification number, serial designation D94r-28, 1928. SCOPE

This method is one of the means used for the

identification of unmixed animal and vegetable oils and for measuring the quantity of fatty material

in compounded products. It may also be used in the study of noncompounded petroleum products.

SOLUTIONS REQUIRED

Alcoholic solution for saponification.—Dissolve 58 g

of potassium hydrate "purified by alcohol" in 500 cc of 95 per cent purified ethyl alcohol. Allow

the solution to settle in a dark place. Draw off the

clear solution or filter through an asbestos filter and

make up to 1 liter with 95 per cent alcohol. The

solution so prepared shall stand at least 20 hours

before it is standardized.

Alcohol.—Purify 95 per cent ethyl alcohol with

silver oxide in the following manner:

Dissolve 1.5 g of silver nitrate c. p. in about 3 cc

of water and add to 1 liter of alcohol in a glassstoppered bottle and mix thoroughly. Dissolve 3 g

of potassium hydrate (by alcohol) in 10 to 15 cc of warm alcohol. After cooling add slowly to the

alcoholic silver nitrate solution, stirring slightly.

Allow the precipitated silver oxide to settle, siphon

off the clear solution, and distill on a steam bath. Standard hydrochloric acid solution.-—One-half normal solution. Phenolphthalein solution.—One gram phenolphthalein in 100 cc alcohol and water. APPARATUS

The saponification shall be carried out in a widemouthed flat-bottom extraction flask, or Erlenmeyer

flask, of chemically resistant glass, of 250 to 300 cc capacity, fitted to a reliable condenser properly

connected with a good cork. The boiling shall preferably be carried on by means of an electric hot plate.

BLANK DETERMINATION

Determination shall be made in a duplicate in the

alcoholic potash solution in the following manner: Measure accurately into the flask 25 cc of alcoholic potash solution from a calibrated pipette.

The tip and outside of the pipette shall be wiped off with a clean filter paper before the solution is deliv- ered. Then rinse out with 25 cc of neutral alcohol.

If a standard burette is used, allow 60 seconds total time for drawing and draining. Connect the flask to a suitable condenser and boil for three hours. Before disconnecting the flask, wash out the con- denser with a few cubic centimeters of neutral alco- hol; if a soxhlet is used as the condenser the tip

shall be washed off into the flask. Titrate while hot with N/2 HC1, using three drops phenolphthalein indicator. The total number of cubic centi- meters of N/2 HC1 required for the blank represents the strength of the alcoholic potash solution. PROCEDURE

For straight fats or oils use 2 to 3 g of the material,

for oils containing over 30 per cent of fatty oils use about 5 g, and for oils containing less than 30

per cent of fatty oils use about 10 g. Weigh the oil accurately, by difference, from a

small beaker into the saponification flask. Add

25 cc of alcoholic potash solution and 25 cc of neutral

alcohol in the same manner as for the blank, connect

to the condenser and boil for three hours. Titrate while hot. Calculate the saponification number

from the difference between the number of cubic cen- timeters of N/2 HC1 required for the determination

and the average of the two blanks, using the for- mula:

Saponification number

Difference, cubic centimetersX28.05 Weight of oil, grams Petrolic ether may be used with compounded

cylinder oils in the quantity of 50 cc providing a

soxhlet extraction flask is used to periodically collect this petrolic ether. The soxhlet flask should be so adjusted, through the addition of glass rodding or beads when necessary, so that it will just overflow with the full quantity of petrolic ether. The percentage of fatty oil (or fat) in a com- pounded petroleum product can be calculated from

the saponification number of such a product only

when the saponification number of the fatty oil is known. If the saponification numbers of both fatty

oil and compounded oil are known, the following

formula should be used:

. . , .V ., lOOXsaponifieation number of compounded 'oil Per cent of fatty oil= # rs— r- 7-r-rz—n Saponification number of fatty oil For this determination the following values of saponification number may be used:

Fatty oil

Lard oil Tallow

Neat's-foot Fish Sperm

Castor Rapeseed

Soybean

Peanut

Cottonseed Blown rapeseed. _ Blown cottonseed Degras

Saponifi- cation number

192-198 193-198 193-204 140-193

120-140

176-187

170-179

189-197 186-197

191-197

195-216 210-225

110-210

The above calculations and data presume a knowledge of the nature of the fat present. In an unknown sample, and particularly when a low

saponification number leaves doubt as to whether

fat is actually present, the fatty acid may be ex- tracted (as the soap) and recovered for gravimetric determination. For this purpose the saponified and

neutralized solution, obtained as above, shall be

handled as in a grease analysis, following the second

paragraph of section 19 of A. S. T. M. D128. (See

504.0, p. 93.) The fatty acid is thus obtained and

may then be used for subsequent identification tests. ACCURACY

It may be expected that the same operator will find variations of ±0.3 saponification number on compounded oils containing less than 30 per cent compounding, ±0.5 saponification number on com- pounded oils containing over 30 per cent compounding, and ±1.0 saponification number for unmixed

fatty oils. Corresponding permissible variations

for different operators will be ±0.5, ± 1.0, and ±2.0

saponification numbers, respectively. For dark oils, the errors may be double this magnitude.

American Society for Testing Materials, standard

method of test for water in petroleum products and

other bituminous materials, serial designation

D95-28; 1928. See 502.2, page 38. American Society for Testing Materials, standard

method of test for water and sediment in petroleum

92
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 504.0

products, bv means of centrifuge, serial designation

D96-28; 1928. See 502.2, page 39. American Society for Testing Materials, standard

method of analysis of grease, serial designation

D128-27, 1927. Approved as American Standard by the American

Engineering Standards Committee, now the American Standards Association.

1. These methods of analysis permit determinations sufficiently accurate for referee purposes of all the constituents of greases likely to be covered by

specifications. These constituents are fillers and

ash, soap bases, soap, fat, water, excess alkali or

acid, petroleum products, and unsaponifiable matter. No quantitative determination of glycerin is described, but a procedure is outlined for its qualitative detection. SAMPLE

2. The size of sample for the soap determination

(methods (1) and (2) for determination of fillers, soap, fat, petroleum oil, and unsaponifiable matter)

shall be from about 8 to 30 g, depending on the conconsistency of the grease, which is chiefly determined

by the percentage of soap present. Ten to twenty

grams is usually a convenient amount for No. 3 cup

grease, while thin transmission and other greases require a larger sample. The original sample should be stirred or mixed until uniform.

3. Samples need not be weighed more closely

than 0.1 g. SOLVENTS

4. The petroleum ether shall have an end point not higher than 200° F., and 125 cc of it shall not consume more than 0.2 cc of 0.5 N potassium hydroxide when a blank test is made as follows: One hundred and twenty-five cubic centimeters of petroleum ether shall be boiled with 10 cc of 0.5 N

alcoholic potassium hydroxide and 50 cc of neutral 50 per cent alcohol for one and one-half hours on a hot plate, using a glass tube of about 7 mm internal diameter and 75 cm long as a reflux condenser.

After cooling, the solutions shall be titrated with

0.5 N hydrochloric acid and phenolphthalein. Not

less than 9.8 cc of 0.5 N acid shall be required for neutralization. The amount of alkali consumed in this test shall be deducted as a blank correction in the fat determination on solution (E).42 5. The alcohol shall be prepared from commercial

95 per cent grain or denatured grain alcohol by distilling from sodium hydroxide, diluting to 50 per

cent (or 70 per cent) by volume with distilled water, and neutralizing exactly with sodium or potassium

hydroxide and phenolphthalein.

6. The phenolphthalein solution shall be prepared

by dissolving 1.0 g of phenolphthalein in 50 cc of strong redistilled alcohol, adding 50 cc of water, and

neutralizing with sodium or potassium hydroxide.

7. Concentrated c. p. hydrochloric acid shall be

used when "concentrated hydrochloric acid" is specified. Hydrochloric acid, 10 per cent, shall contain 10 per cent by weight of absolute HC1, with a

permissible variation of ±0.5 per cent. PROCEDURE

(A) DETERMINATION OF ASH

Note.—The determination of the total ash should not in general be regarded as of any great importance. It is, however, sometimes

required. This determination is often unsatisfactory on account of interaction between sodium carbonate derived from the soap and

inorganic fillers. There is always likelihood of reaction with the

porcelain crucible itself on account of the long-continued heating

necessary to burn out all carbon. Moreover, if much sodium or

41 Solutions designated by capital letters in parentheses refer to the

solutions given in Figure 48.

potassium carbonate is present, the ash is fusible and often incloses carbon, making complete removal of the latter very difficult. Results will always be low in the presence of easily reducible oxides of

volatile metals. There is also uncertainty as to when calcium car- bonate has been completely ignited to calcium oxide. Ash determinations made on the same sample in different laboratories are likely

to vary widely. For these reasons, it is usually preferable to make

separate determinations of the percentage of fillers and of soap, from which data a calculation is easily made giving all the information to be gained from a direct determination of total ash.

8. The percentage of ash shall not be included in the total of the analysis.

(1) Rapid Routine Method of Ash Determination

9. From 2 to 5 g of grease shall be placed in a weighed porcelain crucible, and the sample weighed

to the nearest 0.1 g. If lead or zinc soap is known

to be absent, a platinum crucible is more convenient.

The combustible matter shall be burned off slowly

and the residue finally ignited until the ash is free

of carbonaceous matter. The crucible and contents shall then be cooled in a desiccator and weighed,

reporting the result as percentage of ash.

(2) Alternative Method of Ash Determination

10. The sample shall be burned as in method (1) until the ash is nearly free from carbon. The cruci- ble and contents shall then be cooled, the soluble portions dissolved in a little water, and a slight excess of dilute sulphuric acid added, running the

acid in carefully from a pipette inserted under a

small watch glass covering the crucible. The cruci- ble and contents shall then be warmed on the steam

bath until effervescence has ceased. The watch

glass shall then be rinsed with water into the crucible. The solution when tested with methyl orange

for free acidity shall show free acid present. The

contents of the crucible shall be evaporated to dryness, and the whole ignited at a low red heat, adding

a few small pieces of dry ammonium carbonate to drive off the excess of sulphur trioxide. After cool- ing and weighing, the result shall be reported as "percentage of ash as sulphates."

The alternative method gives more concordant

results than the first method, but requires more

time and manipulation.

(B) QUALITATIVE EXAMINATION OF ASE

11. An easily fusible ash, dissolving completely in water to give a strongly alkaline solution, indicates a grease containing sodium, potassium, or both. A

white infusible ash, practically insoluble in water, but imparting to it an alkaline reaction, may indi- cate calcium, with or without magnesium or alu- minum. Zinc is shown by the yellow color of the ash while hot, and lead may be indicated by the

presence of metallic globules, or by the yellow color

of the ash when cold.

12. The ash shall be dissolved in dilute nitric or hydrochloric acid, and the presence of the several bases confirmed by suitable chemical tests, any

standard scheme of qualitative analysis being

followed.

(C) QUANTITATIVE EXAMINATION OF ASH

13. For the quantitative examination of ash any

standard analytical procedure shall be used, the

choice of methods being based on the information

gained from the qualitative tests. If only one base

is present, a quantitative determination is in general unnecessary.

(D) DETERMINATION OF FILLERS, SOAP, FAT, PETROLEUM

OIL AND UNSAPONIFIABLE MATTER

14. Cup, fiber, and sponge greases, with or with- out graphite, and all comparatively light-colored

greases, including axle greases, shall be examined by

93
504.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

method (1). Dark greases containing residuum,

asphaltic oils and asphalt, tars, etc., shall be ex- amined by method (2), as these ingredients usually cause stubborn emulsions if a shaking-out process

is applied at the start.

(1) Determination of Filler, Soap, Fat, Etc. 15. If no fillers are present, sections 15 and 16

shall be passed over and the grease sample intro- duced directly from a weighing bottle into a sepaleum ether, and the crucible finally washed with

strong alcohol, collecting the alcohol washings separately and discarding them. The crucible and contents shall then be dried at 120° C. and weighed,

and the result reported as "percentage of insoluble matter" (graphite, mica, talc, asbestos, gypsum,

wood pulp, etc.). 16. If gypsum is present as a filler, the results obtained in the determination described in section 15 will be too low because of the solubility of calMethod I

Sample Decomposed by KHS04 and

Extracted by RE.fn Soxhlet Apparatus

Method I

Sample Decomposed by HCLand RE.

Filtenthrough Gooch

P.E.SoTn

Total Fatty Acids, Fat and P.O. Residue inThimbte

(Inorganic 2r Asphalt) Extract with CSi

Filtrate(2Layers)

Separate J

Insolubles asbestosTTaic.mica. YARN. fcYP5UM, &RAPWTE,W00D-0UaT

CSi Extract

Evaporate to Dryness £ Weigh

ASPHALT, ETC.

Residue

(Inorganic) Discard.

RE.Soln.=(B)

Total Fatty Acids.Fal.RO, Traces of HCl. Wash 3 Times with Water

Acid AqueousSol n* (A)

Traces of Fatty Acid.PO, Chtori(l«,6I> cenn, andHCI

NOTES:

Wherevera Separation of 2 Immiscible

Solutions is Shown by Branching Lines, thtHeavierfiowerJSo/ufioni/7 Separatory Funnel Follows ihe Flight Branch ana

the LighterSoluiion Follows the left Branch

PE.- Petroleum Ether EtO* Ethyl Ether. PO." Petroleum Oils.

Fromhem, Methods IandSort same

-WaterTraces of HCl.

RE.Washinos=(C)

Traces of Fatty Acid, P.0.and HCl. Wash Once with Water _L_

WashTw/ctwithRE. "

RE.=(0

Tracesof FattyAcid.PO.

I

~1

Water

Traces oF HCl. Discard.

Acid SolWA)

Chlorides, HCl, 61 yccrto Reserve for Glycerin*. Test/

Titrate with KOH and Separate. r

RE. Soft. • (E)

Fat.POjand Traces of Potash Soaps Wash 3 Times^ithSOXtluliol.

Alcoholic Washings

Tracesof Soaps,

Fat and P0.

(

Alcoholic Solh:(D)

Potash,Soaps,TracesoFFatiPO. Place in Separator, Wash Once withRE

I

P.E.W6shincy3

Tracesof FatandPO.

I PE Sol'n. = (E)

Fat and P.O. Saponify with KOH,

Titrate andSeparate

I

Alcoholic Sol'n?(D)

Potash Soaps Evaporate in Beaker, Dissolve in Hot Water, Heidify,Shake out twice with Et

PE.SoVn.= (&)

PQ.;Trscesof Soap. Wash Twice with50%Alcohel

Alcoholic Sol'n-fH)

Potash Soaps graces of PO.

P.E.Sol'n.=fG) POand Urtsapon.

Alcoholic Washings-CD

Traces of Soap > 1 Wash Once > _l

EtO.Sol'n. = (F)

Fatty Acid andTraces HCl. WashTwice with Water

1

Acid Water

KCl, HCl.

Discard.

ithP.L

RE.Wa'shirtgs.

TracesofPO.

!

tvaporaft *q Dryness and Weigh. x

PETROLEUM AND

UNSAPONIFIABIi

AlCohol'icSolMH)

Potash SoapfromFat. Evaporate Akchi, Dissolve in Woter,tiadify,Shake 0ut3TimesmthPE.

L

EtO.Sol'n.={F)

Evaporate to Dryness and Weigh.

FREE FATTY

ACID & FATTY ACID FROM SOAP

Water

HCl.

Discard.

Petroleum Ether

Evaporateto Dryness & Weigh

FATTY ACID FROM FAT

1

Acid Water

KCl, HCl. Discard.

Figure 48.Scheme of grease analysis

rator, the weight of the sample being obtained by

difference. (See sec. 2.) The sample shall then be

shaken with 75 cc of petroleum ether and 50 cc of 10 per cent hydrochloric acid until the grease is completely decomposed, after which section 17

shall be followed. If fillers are present, the sample

(see sec. 2) shall be weighed in a small beaker,

50 cc of 10 per cent hydrochloric acid added and

the beaker warmed on.the steam bath, stirring until

all soap lumps have disappeared and the upper layer

is clear. If undissolved mineral matter or other

filler is present, both layers shall be filtered through a Gooch crucible provided with a suitable mat, the beaker and crucible washed with water and petrocium sulphate in hydrochloric acid. A sample of about 5 g of grease shall be weighed in a small

beaker, and decomposed with 50 cc of petroleum

ether and 25 cc of concentrated hydrochloric acid,

warming on the steam bath until all gypsum is dissolved. The contents of the beaker shall be

cooled and poured into a separatory funnel, the beaker rinsed with water and a little petroleum

ether and the solutions in the funnel allowed to separate clearly. The lower layer shall then be

drawn into a beaker, and the petroleum ether in the separator washed with two portions of 20 cc each of 10 per cent hydrochloric acid, adding the washes to the strong acid solution in the separator.

94
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 504.0

The hydrochloric acid solution in the beaker shall then be evaporated on the steam bath almost to dryness, diluted to 150 cc with water, heated to

boiling and treated with 10 cc of 10 per cent barium

chloride solution. The barium sulphate shall then

be filtered off and ignited in the usual way, and from

the weight of the barium sulphate, the percentage

of calcium sulphate shall be calculated, reporting

it as CaS04 -2H2 0.

Note.—Chalk and other forms of alkaline earth carbonates are not determined by this method, but are considered under the determination of free alkalinity, section 24. 17. The solution resulting from the decomposition of the filler-free grease or the combined filtrate and washes from the determination of fillers (sec. 15), except the alcohol, which is discarded, shall be

placed in a separator, allowed to clear, ' and the aqueous layer (A),43 which contains all the bases as

well as glycerin, shall be drawn in another separator. The petroleum ether layer (6) shall be

washed three times with 25 cc of water to remove

hydrochloric acid, adding the washings to (A). Solution (B) shall then be run into a 250-cc separator. The aqueous solution (A) shall then be

washed twice with 20 cc of petroleum ether (C), whereupon (A) is set aside for examination for

glycerin. (See sec. 18.) Solution (C) shall then

be washed once with 15 cc of water, which is re- jected, and (C) shall be added to (B). If (B) and

(C) are comparatively light colored, an approximate

determination of free fatty acids and fatty acids from soap may now be made by titrating the solu- tion in the separator with 0.5 N alcoholic potassium

hydroxide and phenolphthalein, using 200 as the average neutralization value of the fatty acid (that

is, 1.0 g of fatty acid requires 200 mg of absolute KOH for neutralization). If solutions (B) and (C) are dark, a few drops of phenolphthalein and suffi- cient 0.5 N. alcoholic potassium hydroxide shall be added to make the alcoholic layer distinctly alkaline

after vigorous shaking. If the solutions have been

titrated, a slight excess of alkali shall be added

before separating. The conservative addition of strong alcohol at this point may aid in securing

rapid and sharp separation. The two solutions

shall be allowed to separate sharply and the lower

alcoholic layer (D) drawn off into another separator. The upper petroleum ether layer (E) shall be washed three times, with 30, 25, and 20 cc of neutral 50 per cent alcohol, respectively, adding

these washes to (D). Solution (D) shall be washed

with 25 cc of petroleum ether, after which (D) is drawn off into a beaker, and the petroleum ether added to (E). Solution (D) shall then be evaporated to a small volume to remove alcohol, the

residue of potassium soap washed into a separator

with hot water, acidified with hydrochloric acid,

and shaken out twice with 50 and 25 cc of ethyl

ether (F), respectively. Solution (F) shall be run

into another separator and washed twice with 20 cc portions of water, which is discarded. Solution (F)

shall then be transferred to a weighed beaker and

evaporated to dryness on the steam bath, blowing

with air to remove all traces of petroleum ether. The residue consisting of free fatty acid and fatty acid from soap shall be heated for a short time on

a steam bath, adding and evaporating 5 cc of absolute alcohol to remove the last traces of water, and weighed. The exact neutralization value shall then be determined on as large a sample of these

fatty acids as possible. From the total fatty acid found here the free acid if any (see sec. 23 and 25)

shall be deducted and the remainder calculated to percentage of soap, using the ash analysis as a guide

43 Solutions designated by capital letters in parentheses refer to the solutions given in Figure 48,

in distributing the bases, if more than one are present

.

The fatty acids may be identified to some extent by special tests, such as odor, crystal form, melting

point, iodine number, neutralization value, color

reactions, etc.

If the grease is appreciably oxidized, the fatty

acids obtained by the ethyl ether extraction are

likely to be dark in color and hard to identity. For

further study and identification, the neutralized

acids may be extracted again (qualitatively) with

petroleum ether and dilute HCl, thus eliminating

the small amount of more darkly colored matter.

18. In case it is desired to determine whether a

grease has been made from whole fats or from fatty

acids, solution (A) shall be neutralized with dry

sodium carbonate and sufficient excess added to

precipitate calcium or other metals. The whole mass

shall then be evaporated to dryness, the residue extracted several times with strong alcohol, the combined alcoholic extracts filtered, and the

alcohol evaporated. The residue will then contain most of the glycerin, with a little sodium chloride. The presence or absence of glycerin in the residue

shall be confirmed by suitable qualitative tests. Since fats on saponification yield between 10 and

11 per cent of glycerin, and this analytical scheme

does not include a quantitative determination of

glycerin, the total percentages in greases made from

fats should always be less than 100.44 19. The petroleum ether solution (E) (sec. 17), containing free fat, petroleum oils, and unsaponifiable matter shall be concentrated to a volume of about 125 cc in a 300-cc Erlenmeyer flask, 10 cc of

0.5 N alcoholic potassium hydroxide and 50 cc of strong neutral alcohol added, and the whole boiled on

a hot plate with an air condenser for one and onehalf hours. The uncombined alkali shall be titrated with 0.5 iV hydrochloric acid, and from the alkali consumed, corrected for the blank determination as

specified in section 4, the percentage of free fat shall be calculated, using 195 as the average saponification value (that is, 1.0 g of fat requires 195 mg of absolute KOH for saponification).

The titrated solution (G) shall be placed in a

separator, the alcoholic lower layer (H) drawn off into another separator, and the remaining traces of soap removed as described for (B) and (C), section

17, making only two washes with 30 and 20 cc of 50 per cent alcohol (I). Solutions (H) and (I) shall be combined, washed once with a little petroleum

ether, which is added to solution (G), and solutions (H) and (I) then evaporated to a small volume and

the fatty acid isolated as described for (D), section

17. The percentage of fat may be checked by weighing and titrating the free fatty acid.45 20. The petroleum ether solution (G), now containing all the hydrocarbon oils and unsaponifiable matter shall be evaporated to dryness in a weighed

beaker as described for (F), section 17, the residue weighed, and the result reported as "petroleum oils plus unsaponifiable matter." An approximate determination of the viscosity of the petroleum oil may be made by using a 2 to 5 cc

pipette, which has been standardized against oils of known viscosities. If a complete characterization of the petroleum products is required, a new sample of from 150 to 200 g of grease shall be decomposed as described above, except that all quantitative operations shall be omitted, as well as the isolation of the

44 A close approximation to the amount of glycerin present may be

calculated and included in the analysis by taking 11.0 per cent of the weight of the fatty acids from soaps, providing, of course, that the grease "was made from neutral fats.

43 Multiplying the weight of fatty acid by 1.045 gives a very close approximation of the weight of fat from which it was derived. This

factor varies very little with the molecular weight of the fat.

95
504.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

free fatty acids, and the use of standard alkali and

acid is not necessary.

If the grease contains rosin oil, beeswax, de gras, spermaceti, spermatin, montan wax, candle pitch,

and other materials containing a large amount of unsaponifiable substances, the petroleum oils iso- lated from solution (G) will contain the unsaponifiable matter, and the constants found will differ from those of the petroleum products used in making

the grease. In most cases, no further separation is possible except in the hands of skillful and experienced operators who can devise special methods to

suit the individual conditions.

(2) Determination of Filler, Soap, Fat, Etc.

21. The sample shall be weighed in a 3-inch porcelain dish, 10 g of granulated acid potassium sulphate

added and 10 g of clean, dry ignited sand. The dish and contents shall be heated on the steam bath with

frequent stirring until all water is driven off, two hours

usually being sufficient. After cooling and breaking

up lumps with a small pestle, the mixture shall be

transferred quantitatively to an extraction thimble,

using a little petroleum ether to wash the last traces into the thimble, which should be already placed in a soxhlet apparatus. The thimble shall be extracted thoroughly with petroleum ether, the extract con- centrated somewhat if necessary, and the free fatty acid and fatty acid from soap titrated with 0.5 N

alcoholic potassium hydroxide as in solutions (B) and (C), in method (1), section 17. From this point on, the procedure is identical with that given in method (1), sections 17, 19, and 20.

22. The thimble shall be extracted a second time

with carbon disulphide, the extract evaporated to dryness, heated for one hour to 120° C, and weighed,

the results being reported as asphaltic and tarry matter. The residue in the thimble shall be dis- carded.

(E) DETERMINATION OF FREE ALKALI AND FREE ACID

23. From 10 to 30 g of grease shall be weighed in a small beaker, dissolved as completely as possible

in 75 cc of petroleum ether by stirring with a spatula, the mixture washed into a 250-cc Erlenmeyer flask with a small amount of petroleum ether, and the beaker rinsed with 50 cc of 50 per cent alcohol, the

alcohol being poured into the flask, after which a few

drops of phenolphthalein solution shall be added and

the whole shaken vigorously. If the alcoholic layer, after settling for a few seconds, is pink, 10 cc of 0.5 N

hydrochloric acid shall be added, the solutions boiled on a hot plate for 10 minutes to expel carbon dioxide,

and the excess acid titrated back with 0.5 iV alcoholic potassium hydroxide. The free alkalinity shall be

calculated in terms of hydroxide of the predominating base.

24. If chalk or any other form of alkaline earth carbonate, or lead carbonate, is present as a filler, it will be detected by effervescence on adding the hydrochloric acid. As the amount of such carbonates is likely to be considerable, the volume of 0.5 N

hydrochloric acid added shall be increased suffi- ciently to dissolve all carbonate and leave a slight excess of acid. The solution shall be boiled for two

minutes and the excess acid titrated back with 0.5 N

alcoholic potassium hydroxide, and from the acid consumed, its equivalent in calcium carbonate, etc., shall be calculated, disregarding any other forms of alkalinity which may have been present.

25. If the original alcoholic layer is not pink, the

solution shall be titrated carefully in the cold with

0.5 N alcoholic potassium hydroxide, shaking well

after each addition. The acidity shall be calculated as oleic acid.

26. If soaps of iron, zinc, aluminum, or other weak bases are present, a determination of free acid

is not possible, since these metallic soaps react with

potassium hydroxide. Up to the present, no means

has been devised whereby this determination can be

made directly.

(F) DETERMINATION OF WATER

27. The quantity of water shall be determined in accordance with A. S. T. M. D95. (See 502.2, p. 38.) American Society for Testing Materials, tentative method of test for color of lubricating oils by means

of union colorimeter, serial designation D155-23T,

1923. APPARATUS

1. The color of all lubricating oils shall be deter- mined by means of the union colorimeter.

2. (a) The union colorimeter (fig. 49) shall consist of a box, a, glass color standards, a glass jar, a

light shield, b, and a daylight lamp, c. (6) The box, a, (fig. 49), shall have an interior

finish of dull black, and may be constructed of metal

or wood, approximately 18 inches in length and 1J4 inches in depth in inside dimensions, the observation

end being 2]/% inches in width and the end next to the source of light 3 inches in width. A transverse vertical partition having a circular hole in the end Yt inch in diameter shall be placed

inches from the observation end of the box. In

the opposite end shall be mounted a rectangular

piece of pure white opal glass, approximately 3J4 by

1% by Yiq inch, which shall be ground or etched on

the inner side to diffuse light rays. Approximately

iy% inches from the light end of the box shall be a

second vertical partition 1 inch in thickness having two openings about % inch in diameter at light- source side and about %e inch in diameter on the

opposite side, symmetrically located in regard to the

vision line. In case the standards are not mounted,

a vertical partition shall be placed approximately

3}i inches from the light-source end, having a thick- ness of Ys inch, and shall have two circular openings

%6 inch in diameter and 1^2 inches apart. Extending

from the opal glass to this partition along the hori- zontal axis of the box shall be a vertical partition

approximately Y& inch in thickness for a distance of 1% inches, and then continuing with a thickness of

Ys inch until abutting against the transverse parti- tion which in conjunction serves to divide the light

end of the box into two compartments. In the top

of the box, immediately over the centers of these two compartments, there shall be circular holes of such a size to accommodate the standard jar and

4-ounce oil sample bottles. In the top of the box,

directly above the %-inch opening in the left side of the second partition, there shall be an opening or

slot suitable for placing the glass color standards in a vertical position in the opening in the partition. In case the color standards are not mounted in a magazine, this opening shall be provided with a slid- ing cover so that all light may be excluded. In

case all the glass standards are mounted in a magazine, suitable arrangements shall be made for this magazine to be raised or lowered through the opening provided for the glass standards, and when

such a magazine is used a hole may be located in the left side of the box through which the numbers

of the mounted glass standards may be read. For

convenience, numbers may be stamped on the magazine as mirror images, and a swinging mirror may

be provided on the side of the box so that the operator may read the numbers on the magazine from

the front of the instrument.

(c) The glass color standards shall be 15 in number

as specified in the table. These glasses may be kept

separately or for convenience may be mounted in a

96
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 504.0

magazine. If so mounted, there shall be a blank

opening provided in the magazine so that two bottles of oil may be compared in the colorimeter as

well as a sample of oil and the glass color standards. The glass color standards shaU be not less than five- eighths inch across.

id) The standard glass jar (fig. 50) shall be a true

cylinder of clear colorless glass. The internal diameter shall be not less than 32.5 mm nor more

than 33.5 mm. The thickness of the wall shall be

(e) The light proof cover, b, shall be of any suit- able material. It shall be dull black on the inside and of such size as to completely shield all light

from the tops of the cylinders, or oil sample bottles, when they are in place in the colorimeter.

if) The artificial daylight lamp, c (fig. 49), may

for convenience be fastened to the base supporting

the box. It shall consist of a 50-watt C2 national Mazda lamp, fitting into a socket on a swivel fitted with a parabolic metal reflector. The inside of this

Figure 49.

Union colorimeter

1.75 mm ±0.25 mm. The height of the cylinder

shall be 5 inches ±}i inch.

Glass color standards of union colorimeter

A.S. T. M.

color numbers

Union

Petro- leum

Co.

des- ignations

K

LM

N

O

P

QRA

D

E

National Petro- leum Association

color numbers

(1915)

No. IN. P. A

No. 1HN.P.A

No. 2 N. P. A.__. No. 2H N. P. A...

No. 3 N. P. A.

No. 4N. P. A_... N0.4HN. P. A... No. 5 N. P. A

No. 6 N. P. A

Q

(

a )--

National Petroleum

Association names

Lily White. Cream white

Extra pale_

.

Extra lemon

Lemon pale

.

Extra orange

pale. Orange pale. Pale...

Light red.. Dark red.. Claret red.

Cylinder oil, extra light filtered.. Cylinder oil, light filtered Cylinder oil, medium filtered...

Lovibond

analysis

Red

200

series

Yellow

510

series

Blue

1180

series

0. 12 2.4 .60 8.0

2.5 26.0

4.6 27.0

6.9 32.0

9.4 15.0

14.0 50.0 0. 55 21.0 56.0 .55

35.0 93.0 60.0 60.0 .55 60.0 106.0 1.8

166.0 64.0

10.2 29.0

21.0 31.0 89.0 56.0

1 N. P. A. color of 1915 changed slightly to make Vfi. more nearly midway between 3 and 4.

2 A new color.

reflector shall be brightly silvered at all times with

bright aluminum paint or brightly polished silver or

nickel. In the front of the reflector shall be mounted a dished, but not lenticular, glass-color screen of such composition and color as, in conjunction with

the C2 Mazda lamp, will yield by spectrum analysis a light closely approximating northern daylight.

When in normal position, the color screen shall be

4 inches from the white opal glass. In case electric current is not available, the color- imeter may be used by exposing the opal glass to northern daylight with no colored objects in the immediate foreground, but the artificial daylight

lamp shall be required in referee work.

PROCEDURE

3. The oil, when examined, shall be at room temperature unless its cloud point is above the temperature of the room, in which case the oil shall be

heated to a temperature of not more than 10° F. above its cloud point. The oil to be examined may

be observed in the ordinary 4-ounce sample bottle, but in referee work a standard jar shall be used. The jar shall be placed in the right-hand compartment while in the other compartment shall be placed

a 4-ounce sample bottle of distilled water. The jar

and bottle shall be covered with the shield, and the

artificial day-light lamp lighted. One at a time, the glass color standards shall be placed between the

97
504.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

~K

Inside Diameter 33 mm.

1 0.5mm.

bottle of distilled water and the eye, in the slot pro- vided for them, until the nearest match possible is obtained. In case the standards are not mounted

in a magazine, the slide on the top of the box shall be

pressed against the glass standard to keep out light while making an observation.

4. Filtered cylinder oils and other oils that are darker than No. 8 color (see the table) shall be

diluted with water-white kerosene, the color of which

is not darker than No. 21 as determined in A. S. T. M. D156-23T (see 503.0, p. 54), a mixture of exactly 15 per cent by volume of oil and 85 per cent by volume of kerosene being used in all cases. This

mixture shall then be compared with the three

cylinder oil standards, or optionally with the standards ranging from Nos. 1 to 8, inclusive. The

daylight lamp may be brought closer to the opal

glass in determining the darker colors. The numbers or letters, designating the color of

all oils that have been diluted to make the determination, shall be followed by the designation "Dil."

American Society for Testing Materials, standard

method of test for steam

emulsion of lubricating oils, serial designation D157-

28, 1928. Approved by the American Standards Association.

1. This method shall be

used on all oils when an

emulsion, demulsibility, or emulsification test is re- quired. This method is commonly used for turbine

oils and may be used for other lubricating oils. Note.—Methods for sampling

are covered in A. S. T. M. D270-

27T. (See 503.0 p. 60.) The fol- lowing paragraphs, which are particularly important for protection

of samples for the steam-emulsion

test, are quoted from these methods:" 34 (a) Corks for bottles shall be

clean, free from holes and loose

bits of cork.

'

' (6) Sealing wax, or paraffin, shall not be poured over corks after cooling."

2. The steam emulsion

number (A. S. T. M. S. E.) is the number of seconds

required for an oil to separate when emulsified and

separated under definitely prescribed conditions. APPARATUS

3. The steam generator shall be made of either metal or glass of at least 1-liter capacity, capable of withstanding the heat necessary for continued use

in the production of steam. It shall be fitted with

three outlets with suitable connections for rubber

tubing. In case of a metal generator, a large opening for filling and a suitable water gauge shall be

a necessary part of the apparatus.

4. The baths shall be of glass, with a capacity of 3 to 3% liters and a depth of l

x/i to 9 inches. A good

quality battery jar or beaker is entirely satisfactory.

5. Heat for the steam generator shall be supplied

by a suitable gas burner or electric hot plate. The

separating bath may be heated by any convenient means, including an auxiliary steam line as shown

in Figure 51.

6. The oil container shall be a 25 by 200 mm

test tube graduated from zero or from 10 to 50 cc

in cubic centimeters, each even 5-cc line to encircle the tube,

Figure 50. —Standard

glass jar for use with union colorimeter

7. The steam piping or the steam delivery tube

shall consist of a piece of thin-wall glass tubing, not

less than 2.3 nor more than 2.7 mm in inside dia- meter and 12 inches in length. The steam pipe

shall be cut off diagonally at an angle of 30° with

the axis of the tube at the discharge orifice and

shall be bent at right angles 10 inches from the

discharge orifice.

8. Accessories shall consist of:

(a) Suitable wooden or metal frames or holders

for holding all containers in a vertical position in the baths.

(b) Thermometers for the separating and emulsi- fying baths (floating type thermometers of suitable range)

.

(c) Thermometers for the oil container tube

(engraved-stem type, of suitable range, graduated

in 1° F., 5 to 7 mm in diameter).

(d) Corks, rubber tubing, and screw pinchcocks.

PROCEDURE

9. The apparatus shall be assembled as shown in Figure 51. The steam generator shall be filled onehalf full of water and heat applied. The baths

shall be filled with 3 liters±60 cc of water. The

temperature in the separating bath shall be raised to and maintained at 200° to 203° F.

Note.—Care must be taken if glass battery jars are used, as direct heating by flame or electric heater may cause breakage. The temperature of the emulsifying bath shall be brought to not less than 67° F. nor more than

78° f . at the start of the test, and is not controlled

thereafter. Twenty cubic centimeters of the oil to be tested shall be measured in the oil container

at room temperature and the latter placed in the

holder of the emulsifying bath. The steam pipe, or delivery tube, shall be connected to the steam

generator with suitable rubber tubing, and screw pinchcocks placed as shown in Figure 51. Care shall be taken to see that the apparatus,

particularly the oil container, oil container ther- mometer, and the steam delivery tube are chemically

clean before using. Care shall also be taken to prevent any foreign materials from entering the steam generator as any contamination of the steam

renders the test valueless.

10. The steam delivery tube line shall be steamed

out until all condensation disappears. A cork having two openings, with the thermometer in one,

shall be placed in the mouth of the oil container. The thermometer shall be adjusted so that the bottom of the bulb is % to 1 inch from the bottom

of the oil container. The steam delivery tube shall be inserted through the second opening in the cork

(this fitting shall be loose) so that the end of the steam delivery tube shall touch the center of the bottom of the oil container. Steam shall be

admitted at a rate that will maintain the temperature

of the oil, as shown on the thermometer in the oil container, between 190° and 195° F.

Note.—The usual time necessary for the temperatufe of the oil to come to this point is 45 to 75 seconds, depending on its character. This control shall be effected by manipulation of the pinchcocks on the steam delivery line and

steam exhaust line from the steam generator. The

steam supply shall be sufficient at all times to cause a generous discharge from the exhaust line. Steaming shall be continued until the volume of condensed steam and oil in the oil container tube is 40 cc±3

cc. The time required for this operation shall be

4 to 6.5 minutes, depending on the quality of the

oil, altitude, etc. If condensed water amounts to 20 cc in less than four minutes, it shall be taken as

98
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 504.0

an indication of wet steam or incomplete steaming

out of the line and the test shall be rerun.

Note.—The apparent volume in the tube near the end of the steaming operation is approximately 12 to 15 cc greater than the

actual volume due to displacement caused by steam thermometer and steam delivery tube.

11. The steam delivery tube shall be withdrawn

as soon as the required volume is obtained. The oil container shall be transferred immediately to the separating bath which shall be maintained at 200°

to 203° F. It is extremely important that the temperature of the separating bath be maintained

within the given limits. A stop watch shall be

started at the instant of withdrawal of the steam

delivery tube. The cork containing the thermometer shall be removed after the oil container and

contents have been placed in the separating bath. The contents of the oil container shall be examined

directly proportional to the resistance to emulsification of the tested oiL

Note.—The expansion of the oil at the higher temperature is dis- regarded, so when the separation of the oil is complete, as regards the

interface between the oil and emulsion layers, the volume of separated

oil will always be more than 20 ce. This in no way interferes with

the reproducibility of results, and the time shall be recorded when

20 cc.—and not necessarily all—of the oil have separated, when this occurs in less than 20 minutes. 13. Results shall be reported, to the nearest

second, of the time necessary for 20 cc oil separation.

The time in seconds shall be reported as the S. E. number A. S. T. M. method. In cases where the

required volume shall not have separated in 20

minutes, the oil shall be reported as having an S. E. number, A. S. T. M. method, of 1,200 plus. If a

duplicate determination varies by more than 10 per

cent, a third test shall be made and the average of the three tests reported.

Pinch Cocks

End of Steam Pipe.

Figure 51.Apparatus for test for resistance to emulsion,

generating steam supply

SelfSit least every 30 seconds, and the volume of the separated oil layer shall be recorded. When this reading operation has continued until 20 cc of the

oil have separated, the elapsed time in seconds shall be reported as the steam emulsion number (S. E.

No.). No differentiation shall be made between

clear and turbid oil. This examination shaU be

made without withdrawing the oil container and its contents from the separating bath and reading the volumes. In cases where the interlace between more or less clear oil and emulsion is not a clear, straight, hori- zontal line, the position of such a line should be

carefully estimated to the nearest 0.5 cc. If 20 cc of oil do not separate, the test shall be

discontinued.

12. In interpreting results, the assumption shall be made that the rate of emulsion separation is

Note.—Oils which emulsify separate into three layers without

exception: Top, clear or turbid oil; middle, lacy or creamy emulsion; bottom, clear or milky water. The S. E. number is derived from the

top layer. American Society for Testing Materials, tentative method of test for neutralization number of petroleum products and lubricants, serial designation

D188-27T, 1927. Approved as tentative American Standard by the American Engineering Standards Committee, now

the American Standard Association.

1. The methods described herein are designed to

indicate in petroleum products and lubricants and

compounded products the presence of organic constituents having acid characteristics and the con- tamination by alkalies and mineral acids.

2. (a) The neutralization number is the weight in milligrams of potassium hydroxide required to

neutralize 1 g of oil. 99
504.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Note.—The neutralization number expresses the total amount

of the mineral acid, and of the organic constituents having acid

characteristics.

(6) The alkali neutralization number is denned as the weight of acid required to neutralize 1 g of oil, expressed in equivalent milligrams of potassium

hydroxide.

(c) The mineral acid neutralization number is the number of milligrams of potassium hydroxide re- quired to neutralize the mineral acid content in 1 g of oil. SOLUTIONS REQUIRED

3. (a) Aqueous potassium hydroxide (1 cc=5 mg

KOH).—Dissolve 5.1 g of potassium hydroxide, c.p., in 1 liter of freshly boiled and cooled distilled water. Add a very small amount of barium hydroxide, suffi- cient to precipitate any potassium carbonate present. Standardize this solution against National Bureau

of Standards certified benzoic acid, using phenolphthalein as an indicator according to the relation:

5 mg EOH 56.104 g KOH

x mg benzoic acid 122.048 g benzoic acid

1 cc of KOH=10.88 mg benzoic acid This weight of benzoic acid is required for standardization. Make necessary adjustments so that the value

of potassium hydroxide equals 5 mg KOH per 1 cc. Note.—Fit the solution bottle with a guard tube of soda lime to prevent access of carbon dioxide. The solution should be standardized at necessary intervals. The weight of benzoic acid should be dissolved

in 50 cc of 95 per cent alcohol and titrated cold. For blank, use same amount of alcohol and correct the titration.

(b) Sulphuric acid solution (1 cc =5 mg KOH).—

Match a sulphuric acid solution so that 1 cc of the

acid will be required to neutralize 1 cc of the KOH,

using phenolphthalein as an indicator, titrating

in boiling solution.

(c) Neutralized 95 per cent alcohol.—Add a few

drops of phenolphthalein and neutralize carefully the alcohol to a very faint pink end point with some of the above prepared alkali solution.

(d) Phenolphthalein indicator.—Dissolve 10 g of the indicator in 1 liter of 95 per cent alcohol, pre- ferably ethyl. Use 1 cc of this strength for titration.

(e) Methyl orange indicator.—Dissolve 1 g of the

indicator in 1 liter of distilled water. Use 0.1 cc

of this strength for titration. METHODS

4. Method A.—Neutralization number of petroleum products.

Weight of oil: Approximately 20 g weighed to

0.1 g. Volume of solvent: 100 cc of a mixture of 1 : 1 neutralized alcohol and distilled water. Procedure: Agitate oil and solvent thoroughly

and heat to boiling. Add 1 cc of phenolphthalein

indicator and titrate rapidly, with vigorous agitation, to a sharp pink end point. The titration must be completed in a hot solution, reheating same if found necessary. The color change is noted in the alcohol water

layer. Calculation

:

(Cubic centimeters of KOH) X 5 KOH per 1 g of oil. Weight of oil taken

5. Method B.—Neutralization number of com- pounded Petroleum Products. Weight of oil: Approximately 10 g weighed to

0.1 g. Volume of solvent; 50 cc of neutralized alcohol.

Procedure: Agitate oil and solvent thoroughly

and heat to boiling. Add 1 cc of phenolphthalein

indicator and titrate rapidly, with vigorous agitation, to a sharp pink end point. The titration must be completed in a hot solution, reheating same if found necessary. The color change is noted in the alcohol layer.

6. Method C.46 . —Alkali or mineral acid neutrali- zation number in noncompounded and compounded

petroleum products.

Weight of oil: 25 to 50 g weighed to 0.1 g. Volume of solvent: Boiling distilled water, 200 cc. Procedure: Introduce into a 250-cc separatory

funnel 25 to 50 g of oil weighed to 0.1 g and add

100 cc of boiling distilled water. Shake vigorously, and after oil and water have separated, drain the water layer into a 500-cc casserole. Wash

the oil in the separatory funnel twice by vigorously

shaking with 50-cc portions of boiling distilled water, and after separation, drain into the casserole. To the accumulated 200 cc of water add one drop

of 1 per cent phenolphthalein solution. Boil.

If solution turns pink add 1 cc of the indicator and

titrate with the sulphuric acid solution until extraction is colorless.

If the addition of one drop of phenolphthalein

causes no change in color, add 0.1 cc of methyl

orange. If color changes to red or pink, titrate with the KOH solution until the red color is just

discharged.

An equal volume of distilled water shall be titrated with the standard solution used, and the amount

of alkali or acid required shall be subtracted from

the titration for blank correction. Calculation: If the acid solution was required

to discharge the phenolphthalein end point, the

alkali neutralization number equals:

(Cubic centimeters of acid) X 5 Weight of oil If the alkali solution was required to discharge the methyl orange end point, the mineral acid neutralization number equals:

(Cubic centimeters of alkali) X 5 Weight of oil American Society for Testing Materials, standard method of test for carbon residue of petroleum products (Conradson carbon residue) serial designation

D189-28; 1928.

1. This method of test is a means of determining

the amount of carbon residue left on evaporating an oil under specified conditions, and is intended to throw some light on the relative carbon-forming

propensity of an oil. The results of the test must

be considered in connection with other tests and

the use for which the oil is intended. This test furnishes pertinent information relative to lubri- cants for internal-combustion engines, domestic

oil fuels, and oils used in the manufacture of gas. APPARATUS

2. The apparatus (see fig. 52) shall consist of the

following:

(a) Porcelain crucible, wide form, glazed throughout, or a silica crucible, 25 to 26 ml (0.8 oz) capacity, 46 mm (1% inches) in approximate rim diameter.

(6) Skidmore iron crucible, flanged and rimmed,

60 to 80 ml approximate capacity, 55 mm (2%

inches) inside, and 65 mm (2% inches) outside diameter at the top, 37 to 39 mm (about 1M> to 1%

inches) in height, supplied with a cover without

delivery tubes and having the vertical opening

closed. The horizontal opening shall be kept clean.

46 When the oil is acid, the acidity shall not be reported as sulphuric

or hydrochloric acid unless the presence of these acids shall have been

confirmed by tests.

100
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 504.0

(c) Spun sheet-iron crucible, with cover, about

200 ml (7 ounces) capacity, 80 mm (3% inches) in outside diameter at the top, 58 to 60 mm (about 2%

inches) in height, approximately 0.8 mm §iz inch)

in thickness and weighing, without cover, 70 to 75 g (about 2

l/i ounces^. Place at the bottom of this crucible, and level before each test, a layer of about 25 ml

of dry sand, or enough to bring the Skidmore crucible with cover on, nearly to the top of the sheet-iron

crucible.

(d) Triangle of bare nichrome wire of approximately No. 13 B. & S. gage, having an opening

small enough to support the bottom of the sheetiron crucible at the same level as the bottom of the asbestos block or hollow sheet-metal box, para- graph (f).

(e) Circular sheet-iron hood from 120 to 130 mm

(4% to 5J4 inches) in diameter, the height of the lower perpendicular side to be from 50 to 53 mm

(2 to 2}i inches) ; provided at the top with a chimney

50 to 60 mm (2 to 2% inches) in height and from 50

to 56 mm (2 to 2% inches) inside diameter, which is attached to the lower part having the perpendicular

sides by a cone-shaped member, bringing the total height of the complete hood from 125 to 130 mm

(5V$ inches) . The hood may be made from a single

piece of metal provided the foregoing dimensions

are adhered to. As a guide for the height of the flame above the chimney, a bridge made of approximately 3 mm (}t inch) iron or nichrome wire, h, shall be attached having a height of 50 mm (2 inches) above the top of the chimney.

(/) Asbestos block or hollow sheet-metal box,

150 to 175 mm (6 to 7 inches) in diameter if round

or on a side if square, 32 to 38 mm (1/4 to l}i inches)

in thickness, provided with a metal-lined, inverted cone-shaped opening through the center; 83 mm

(3% inches) in diameter at the bottom, and 89 mm

(3^ inches) in diameter at the top.

(g) Burner, Meker type, 24 mm (1 inch) in diameter by 155 mm (6 inches) in height, suitable for either manufactured or natural gas. PROCEDURE

3. The test shall be conducted as follows: Place two glass beads about 0.1 inch in diameter,

in, and include them in the weight of, the tared

porcelain or silica crucible in which is accurately

weighed 10 g of the oil to be tested, free from

moisture or other suspended matter. Place this crucible in the center of the Skidmore crucible. Level the sand in the large sheet-iron crucible and

set the Skidmore crucible on it in the exact center

of the iron crucible. Apply covers to both the Skidmore and the iron crucible, the one to the latter

fitting loosely to allow free exit to the vapors as formed. On a suitable stand or ring place the bare nichrome

wire triangle and on it the asbestos block or hollow

sheet-metal box. Next, center the sheet-iron crucible in the block with its bottom resting on top of the triangle, and cover the whole with the sheetiron hood in order to distribute the heat uniformly

during the process. (See fig. 52.) Apply heat with a high strong flame from the Meker-type gas burner, so that the preignition period

will be 10 minutes ±1^ minutes (a shorter time

may start the distillation so rapidly as to cause foaming or too high a flame) . When smoke appears above the chimney, immediately move or tilt the burner so that the gas flame plays on the sides of the crucible for the purpose of igniting the vapors. Then remove the heat temporarily, and before

replacing adjust by screwing down the pinchcock on the gas tubing so that the ignited vapors burn

uniformly with the flame above the chimney but

not above the wire bridge. Heat may be increased,

if necessary, when the flame does not show above

the chimney.

When the vapors cease to burn and no further blue smoke can be observed, readjust the burner and

hold the heat as at the beginning so as to make the bottom and lower part of the sheet-iron crucible a

cherry red and maintain for exactly seven minutes.

The total period of heating shall be 30 minutes ±2

minutes. There should be no difficulty in carrying out the test exactly as directed with the gas burner of the type named, using city gas (about

550 B. t. u.) with the top of the burner about 2

inches below the bottom of the crucible. The time

<—Bridge of Wire

Figure 52.

Apparatus for determining carbon

residue

periods shall be observed with whatever burner and

gas is used. Remove the burner and allow the apparatus to

cool until no smoke appears, and then remove the cover of the Skidmore crucible (about 15 minutes).

Remove the porcelain or silica crucible with heated

tongs, place in the desiccator, cool and weigh. Calculate the percentage of carbon residue on the

original sample.

TOLERANCES

4. Weights of oil samples shall be accurate to within 5 mg. Tests shall be run in duplicate and

repeated if necessary until the percentages of car- bon residue differ by not more than 10 per cent from

an average. American Society for Testing Materials, tentative method of test for penetration of greases and petrolatum, serial designation D217-27T; 1927. Approved as tentative American Standard by the American Engineering Standards Committee, now

the American Standards Association,

101
504.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

INTERPRETATION OF RESULTS

It should be understood that the original consistency of grease is determined by a variety of factors which are very difficult to control. The

soap content is the most important single factor, but the kind of fats used, the method of mixing, the

final water content, and the temperature of pouring

are all very important in determining the final consistency, so that it is impracticable to maintain

these consistencies within narrow limits. Any working of the sample after it is poured, or any remelting,

Tap fSA.Ei

, Perforated Plabe. b~—

Ihree

Bolt Holes. Equal

Spacing

All Fillets

' "Diameter

Plan of. Base

.

Figure 53.Grease worker

will greatly change the consistency. The original

consistency also changes to some extent on standing, changing most rapidly during the first 48 hours

after manufacture and more slowly thereafter. Although most tests in the past have been based on the original consistency of greases, this consistency bears no necessary relationship to the worked consistency which is the factor of practical

importance for most uses of cup greases, etc. Tests on such greases should therefore be made on the worked consistency. It is also almost impossible to measure the unworked consistency when samples

have to be taken from barrels or other large containers.

On the other hand, for very hard greases, such as

railroad greases used in slab form, the original or unworked consistency is generally the property of

practical importance and should be the object of the test. SCOPE

1. This method shall be used to measure the

original consistency or the worked consistency of No. cup grease and all harder greases and of petrolatum (unworked).

2. The method shall not be applied to greases which have been melted after having been poured

and cooled during manufacture. Petrolatum, however, should be melted, poured into a suitable container and cooled before testing.

APPARATUS

3. The consistency shall be determined by measuring the penetration on what is customarily known

as an asphalt penetrometer such as that illustrated

in Figure 55, facing page 222. It is desirable, however, to modify this penetrometer by placing a fiat metal plate or transite board on top of the present

grid base to give a flat support for the container.

If many tests are to be made, it is preferable to

replace the ordinary grid base with a special flat base 6 inches in diameter. This plate should have a cork insert in the center

to prevent dulling the tip of the cone if it should

drop.

4. The needle used in the asphalt penetration

tests shall be replaced with the cone shown in Figure 54." The cone shall be constructed of stainless steel or of brass with a detachable hardened

steel or stainless steel tip and made in accordance

with the outside dimensions and tolerances shown.

The interior construction and dimensions without

tolerances are intended to be suggestive only. The

outside surface of the cone and tip shall be given a very smooth finish.

5. The total moving weight in the test shall be

150 g. If the asphalt plunger weighs 47.5 g (50

g—2.5 g needle) the cone or the cone plus an at- tached weight must weight 102.5 g. It is in general

desirable to make the cone as light as possible so that it will have a wide range of usefulness, and to add a weight to give the desired total for the grease

test. If the conditions of the tests are not specified, the penetration of a grease shall be understood to

refer to the results of this test made at 77° F.

(25° C).

6. The grease worker shown in Figure 53 shall be used to work the grease to constant consistency

in tests where the worked consistency is to be

measured.

7. A constant temperature bath regulated to 77° F.±l° F. (25° C.±0.5° C.) is desirable to bring the samples to the temperature of test if many

tests are to be made.

SAMPLES

8. Tests on the unworked consistency of grease

shall be made only on grease in the original container

(or cake in the case of very hard greases), 1-pound

tins being especially convenient for the purpose.

If samples are to be taken from large containers, the tests must be made only on a sample worked as

specified below. In taking samples from large containers, any discolored layers near the surface shall

first be completely cut away and rejected. All

47 The cone may be combined with the asphalt plunger if desired, providing the total weight of cone and plunger and the outside dimensions of the cone are not thereby changed.

102
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 504.0

samples of petrolatum shall be tested for original

(unworked) consistency after melting and cooling to the temperature of test. PROCEDURE

(A) ORIGINAL (UNWORKED) CONSISTENCY

9. The temperature of the sample shall be brought

to within 1° F. (0.5° C.) of 77° F. (25° C.) before the test. If the sample is initially within 3° to 4° F.

(1.5° to 2° C.) of this temperature, it can be brought

to 77° F. (25° C.) by placing in a water bath for 30 or 40 minutes, but if the initial temperature is

11. The can of grease or petrolatum shall be

placed on the penetrometer table and the cone

lowered until the tip just touches the surface. Watching the shadow of the tip aids in accurately

setting the cone. The scale shall then be set to

zero and the plunger released suddenly and kept

released for five seconds. The penetration is read from the scale (the units being tenths of a milli- meter) by the same procedure as is customary in measuring asphalt penetration as described in A. S. T. M. D 5. (See 505.0, p. 118.)

12. In making tests, the total surface area dis- turbed by the test has a diameter about equal to

Cor

Tofal bfeight 102.5g. Truncate Tip toO.OI5"± 0.003" Diam.

0. 038cm. ± 0. 008cm.

0.838cm. \ 1 0.013cm. Figure 54.

Penetrometer cone

outside this range it must be placed in the constant temperature bath for one and one-half hours to insure reaching the final constant temperature. If the room temperature is more than 3° to 4° F.

(1.5° to 2° C.) from 77° F. (25° C.) a lid should be

placed on the can, sealing with grease or petrolatum

to prevent the entrance of water and the can immersed in the bath for the required period as, otherwise, the temperature of the surface will be

different from that of the main body of the grease

or petrolatum. Any holes or seams in the can

should also be sealed with grease (petrolatum) or

paraffin.

10. The surface of the grease or petrolatum shall be cut level and very smooth with a knife. Care must be taken not to work the surface of the grease

or petrolatum. Any crust or discolored layers

6hall be completely removed before testing.

the measured depth of penetration. In order to prevent one test from being affected by another

disturbed area or by sides of the can, in starting a test the tip shall never be placed closer to the

sides of the can or the edge of a previous

hole than the penetration distance of that particular grease or petrolatum. The grease or pe- trolatum shall not be smoothed over for further

tests. 13. Five tests shall be made on each sample and

the average reported as the penetration, if the mean

deviation of these readings does not exceed 3.0 per cent. If the mean deviation does exceed

3.0 per cent, the average of ten readings shall be reported as the penetration of the sample.

More than one 1-pound can will be needed for the required number of tests on the softer greases

or petrolatums.

100925°—30 8 103
504.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

(B) PROCEDURE FOR WORKED CONSISTENCY

14. The procedure for worked greases shall be

the same as that for unworked consistency except that the grease to be tested shall be transferred to the worker, which shall be filled heaping full with a minimum inclusion of air brought to within

2° F. (1° C.) of 75° F. (24° C.) and worked with

60 double strokes of the plunger.48 The top and

plunger can then be removed, the surface smoothed

over, and the test made at once if the temperature

is within 1° F. (0.5° C.) of 77° F. (25° C). As soon

as one test is made, the surface may be smoothed

over for the next, taking care to avoid creating

air pockets. If desired, the grease may be trans- ferred carefully to another container before bringing

to 77° F. (25° C.) and testing. One 1-pound sample

is sufficient for all tests. Federal Specifications Board, specification 2d, United States Government master specification for lubricants and liquid fuels. (For methods of test listed in the above specifica- tion see 503.0, page 66.) Independent Oil Men of America, specifications for various grades of motor oils. (These specifications are compounded to conform

with the Society of Automotive Engineers viscosity

numbers (see 504.34, p. 108) and use the methods of test of the American Society for Testing Materials and those contained in Federal Specifications Board

specification 2d (see 503.0, p. 66).) 504.1 SPECIAL LUBRICATING OILS. (See

504.19.)

504.11 Asphaltic Oils. (See 504.19.)

504.12 Axle Generator Oils. (No nationally recognized specifications available.)

504.13 Journal Box Oils. American Railway Association, mechanical division, standard specification for reclaimed oil, 1928.

1. The grade of reclaimed oil to be used for lubri- cating journals for freight and passenger-train cars, should meet the following specifications:

2. Flash and fire points. —Flash and fire points

shall not be lower than the following: Flash point 250° F., fire point 300° F.

3. Viscosity.—The viscosity at 210° F. shall be

within the following limits: 50 to 70 seconds, based on A. S. T. M. method D88. (See 503.0, p. 47.)

4. Pour point.—The pour point shall not be

above a temperature of 45° F., based on A. S. T. M.

method D97. (See 502.2, p. 40.)

5. Precipitation number of sediment.—The pre- cipitation number of sediment shall not be greater

than 0.5 based on A. S. T. M. method D96. (See

502.2, p. 39.)

6. Water.—This oil shall contain not more than

0.5 per cent water by volume, based on A. S. T. M.

method D95. (See 502.2, p. 38.)

7. Oil must be bright and clean and free from any

extraneous solids that will not pass through a number

325-mesh screen. 504.14 Mineral Oils. (See 504.19.)

504.15 Black Oil. (No nationally recognized specifications available.)

504.16 Blending Oils. (No nationally recognized specifications available.)

48 In general, quite similar results may be obtained by working

the grease thoroughly for five minutes with a spatula on a flat plate, providing care is taken to prevent working in much air. For referee

tests, however, the standard worker must be used.

504.19 Miscellaneous Specifications for Lubricating Oils and Greases.

American Railway Association, signal section, specification 10220, March, 1921, zero Fahrenheit

lubricating oil. 1. PURPOSE

(a) The purpose of this specification is to provide

for a lubricating oil for signal mechanisms and cross- ing protection apparatus in territories where the temperature does not fall below 0° F. This oil shall not be used on relay or in oil dashpots.

2. MATERIAL

(a) Oil shall be pale in color, neutral, and free from vegetable or animal oils or fats, alkali, or other material which might gum or corrode metals under

any condition.

(b) Oil shall conform to the following require- ments : (1) Flash.—Minimum 305° F. (151.7° C).

(2) fire—Minimum 345° F. (173.9° C).

(3) Viscosity.—100 seconds minimum to 135 sec- onds maximum at 100° F. (37.8° C.) on the Saybolt

standard universal viscosimeter.

(4) Pour.— 0° F. (-17.8° C).

(5) Moisture.—None.

(6) Sulphur.—Free sulphur, none.

(7) Acid.—Not more than 0.03 of 1 per cent cal- culated as SO3.

3. INSPECTION

(Inspection requirements same as for A. R. A.

signal section specification 11328. (See 522., p. 491.)

4. TESTS

(a) Tests may be made at point of production,

or on samples submitted, and may also be made at

destination.

(b) Contractor shall give the purchaser sufficient notice of time when material will be ready for

testing.

(c) Contractor shall provide at point of production, apparatus and labor for making the required

tests under supervision of the purchaser.

(d) Sample for test shall be taken from the bottom of the oil through an opening in the container or by use of a thief.

(e) Tests shall be made in accordance with the

following methods:

(1) Flash test.—(a) The flash test shall be made

in the Cleveland open cup, consisting of two parts, one the cup, the other a brass metal plate 5 inches

in diameter by one-fourth inch thick, slightly re- cessed in its upper face to receive the base of the

cup. The metal plate and oil holder are usually

mounted on a tripod to which a wire is attached

for supporting the thermometer. The latter may

be supported by a clamp on a ring stand or by a

chain. The thermometer used shall be of the engraved chemical stem "bulb-immersion" type, corrected for 1-inch immersion and reading to approximately 700° F. (371.1° C). The bulb

shall be about three-eighths inch long, not exceeding

one-half inch. The thermometer shall be suspended

in the center of the cup, and free from the bottom

from one-fourth to three-eighths inch. Fill cup to within one-half inch from the top. Avoid over- heating locally by wiping the flange free of oil and not

allowing oil to beispattered up the sides of the cup.

(6) The oil shall be heated at a uniform rate of 10° F. (5.6° C.) per minute, and at approximately

25° F. (13.9° C), below the expected flash, the

test shall be applied at every rise of 5° F. (2.8° C.) by resting the gas tube on the edge of the cup and

104
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 504.19

searching for the flash in the semicircle around the thermometer, midway between it and the inside of the cup, carrying the flame level with the top of the cup. The temperature at which flashes occur on the surface of the oil at two points or one that

covers at least half of the surface and immediately

goes out shall be recorded as the flash point.

(c) The testing flame is provided by using a

slender tube tapered at one end to an opening ap- proximately one-sixteenth inch diameter. The

flame should be in the form of a bead and not more

than one-eighth inch diameter.

(2) Fire test.—(a) The fire test shall be made by

continuing the method of the flash test, the oper- ation being the same except in the application of the flame. The flame in the fire test shall be

quickly brought to one-sixteenth inch above the

surface of the oil near the center of the cup and as quickly removed, and the temperature to which the

oil must be heated to cause it to give off gases which

will burn continuously when the flame is so applied

shall be recorded as the fire point. The fire test is usually from 40° F. (22.2° C.) to 80° F. (44.4° C.) higher than the flash point.

(3) Viscosity test.—(a) The viscosity shall be

determined by means of the Saybolt standard uni- versal viscosimeter. The oil tube 49 shall be swabbed

with the plunger accompanying the instrument

by using oil from sample, making sure the outflow tube is not obstructed. Strain the oil into the oil tube at a temperature not above that of the bath,

stir until the oil is of the test temperature throughout, remove the thermometer, remove excess oil from the overflow chamber with the pipette, and

proceed with the test. The elapsed time in seconds

required for the oil to fill the flask to the 60 cc mark on the neck shall be the viscosity of the oil. (4) Pour test.—(a) The pour test shall be made by

using a glass jar approximately 1% inches in diameter

and 4 to 5 inches high, provided with a tightly

fitting cork. The glass jar shall be incased in a

closely fitting metal jacket, which shall be provided

at the bottom with a disk of cork or felt one-fourth

inch thick.

(6) A bulb immersion type mercury thermometer

having a bulb one-fourth to three-eighths inch long

shall be fitted securely in the cork so that the shaft

will be held centrally in the jar with the tip of the bulb one-half inch from the bottom. A toluol thermometer shall be used for temperatures lower than -20° F. (-28.9° C).

(c 1) Material used in the freezing mixture varies with the temperature required to cause the oil to

solidify. Use cracked ice for a temperature above

35° F. (1.7° C). From 15° F. (-9.4° C.) to -5° F. (—20.6° C.) use ice and salt in proportion of one to two. The salt shall be dry and fine enough to pass through a twenty-mesh screen. For temperature

lower than —5° F. ( — 20.6° C.) use a mixture of 6olid carbon dioxide and acetone.

(c 2) The carbon dioxide-acetone mixture may

be made as follows: Place a sufficient amount of dry acetone in a covered copper or nickel beaker. Place the beaker

in an ice-salt mixture and when the acetone reaches

10° F. (—12.2° C.) or less, add solid carbon dioxide gently until the desired temperature is reached. To

obtain the solid carbon dioxide, invert an ordinarily

liquefied carbon dioxide cylinder, open the valve

carefully and let the gas flow into a chamois skin

bag. Rapid evaporation will cause the carbon

dioxide to solidify.

(d) The oil shall be placed in a jar, to a depth of about 1)4 inches, or to a sufficient depth to reach

48 The standard oil tube should be standardized by the National Bureau of Standards, Washington, D. C,

about one-fourth inch above bulb of thermometer. Put the thermometer in cork, fit the cork tightly into the jar, making sure that bottom of bulb is about one-half inch from the bottom of the jar. Place jar in metal jacket and place jacket in freez- ing mixture.

(e) When near the expected pour point, at every drop in temperature of 5° F. (2.8° C.), remove the

jar from the jacket and tip just enough to make the

oil flow. The last 5° F. (2.8° C.) reading previous

to the termperature at which the oil will not flow when jar is tipped to a horizontal position shall be taken as the pour point.

(5) Moisture test.—(a) The moisture test shall be

made by taking a sample of oil from the bottom of the container, which, when placed in clean and dry

glass or porcelain beaker and stirred without touching the sides or bottom with a one-fourth inch brass

or iron rod heated to a cherry red, shall not cause a snapping sound.

(6) Acid test.—(a) The acid test shall be made by

agitating thoroughly a solution at a boiling point

of 5 g of the oil with 25 cc of distilled water and

25 cc of 95 per cent neutralized alcohol. A few

drops of phenolphthalein shall be added as an indi- cator and the result, if colorless (indicating acid

present) shall be titrated with one-tenth normal

alkali, free from carbonate until permanently pink

when agitated. The percentage of acid shall be

calculated from reading the burette and shown in percentage of S03 or as an acid number (milligrams

of potassium hydroxide required to saturate the

free acid in 1 g of oil). One cc of one-tenth normal

alkali solution is equivalent to 4 mg of SO3.

(6) A clean strip of pure copper one-half inch wide and 4 inches long shall be heated to redness and while red hot dipped in 95 per cent neutralized

alcohol. The strip shall then be allowed to dry as quickly as possible in the air and dropped into a sample of oil contained in the test tube. About onehalf of the length of the copper strip shall be sub- merged. The test tube shall then be closed with a

cork stopper and left to stand for 24 hours at a temperature of approximately 70° F. At the end

of this time the copper strip shall be removed and

cleansed with proper solvents, then compared with

a similar strip of copper freshly cleaned in alcohol

as previously described. No discoloration of the

test strip shall be shown by this test.

5. MARKING

(b) Detail list of loose pieces, containers, and their contents shall be furnished for each shipment. Where

carload shipments are made, routing and car identification shall be shown.

(d) Each quart container shall be marked with

label as follows:

A. R. A. Signal Division Specification 10220

Zero F. Lubricating Oil This oil must not be used for lubricating signal mechanisms

or crossing protection apparatus in territories where temperature fails below 0° F. This oil must not be used on relays or in

oil dashpots.

Furnished by.

(e) Purchaser's order, requisition and package

number, name of consignor, and name and address of consignee shall be plainly marked on outside of each case or drum.

(/) Where carload shipments are made, each case

or drum shall be marked with contents and order number, but address may be omitted.

105
504.19 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

6. PACKING

(6) The oil shall be put up in clean, dry containers

of 1-quart size, provided with a screw top and air- tight gasket, or in steel drums of approximately 50

gallons capacity, and shall be protected so as to permit convenient handling and to prevent loss or damage during shipment.

American Railway Association, signal section,

specification 10320, March, 1921, 45° below zero Fahrenheit lubricating oil. This specification is the same as A. R. A. signal section specification 10220, given above, with the exception of material under the headings: 1, Purpose; 2, material; and 5 (d), marking. The

substance at variance is as follows:

1. PURPOSE

(a) The purpose of this specification is to provide

for a lubricating oil for signal mechanisms. This

oil shall not be used in oil dash pots.

2. MATERIAL

(a) Oil shall be pale in color, neutral, and free from vegetable or animal oils and fats, alkali, or other material which might gum or corrode metals under any condition.

(6) The oil shall conform to the following require- ments:

1. Flash.—Minimum 290° F. (143.3° C).

2. Fire.—Minimum 325° F. (162.8° C).

3. Viscosity.—Minimum 80 seconds at 100° F.

(37.8° C.) on the Saybolt standard universal

viscosimeter.

4. Pour at -45° F. (-42.8° C).

5. Moisture.—None.

6. Sulphur.—Free sulphur, none.

7. Acid.—Not more than 0.03 of 1 per cent cal- culated as S03

. 5. MARKING

(d) Each quart container shall be marked with

label as follows:

A. E. A. Signal Division Specification 10320 45° Below 0° F. Lubricating Oil

This oil must not be used in oil dash pots. Furnished by - -

Federal Specifications Board, specification 2d, United States Government master specification for lubricants and liquid fuels. (This publication, containing detailed specifications, methods of testing, and methods of sampling,

is published by the United States Government

Printing Office as Technical Paper 323B, Department of Commerce, Bureau of Mines. The publi- cation contains specifications for lubricating oils, which are given below.)

LUBRICATING OILS

I. GENERAL REQUIREMENTS

Sampling—See A. S. T. M. method D270-27T,

503.0, page 60. Testing—See F. S. B. No. 2d, 503.0, page 66. Note.—For convenience in presentation the test methods have

been listed numerically and reference made accordingly in the follow- ing table where tests apply.

LT. DETAIL REQUIREMENTS

(a) General Class A oils.—Used where highly refined oil is not required and is not to be used for steam-cylinder

lubrication.60 Class B oils.—Used in turbines, dynamos, and

high-speed steam-engines, using circulating and

forced-feed systems.50 Class C oils.—Used when, and only when, service conditions necessitate an oil suitable for lubricating

both turbine and internal combustion engines.50 Class D oils.—Used for lubrication of internal combustion machines, except aircraft, and Diesel engines.50 Car and locomotive engine oil.—Used as lubricant on journals of all cars, passenger coaches, and steam and electric locomotives.

Diesel engine oil.—Used for lubrication of Diesel

engines.50 Gear, chain, and wire rope lubricant.—Used for the lubrication and protection of chains, wire ropes, and gears.50 Transmission oil.—Used for the lubrication of transmission gears and bearings, differential gears, worm drives, winch drives, and roller and ball bearings used in connection with such parts of the equipment of motor vehicles.50 Compounded marine-engine oil.—Used for reciprocating steam engines in marine service where

compounded engine oil is required. These oils must not be used in forced feed or circulating systems.

Grade 1 oil shall be compounded from refined petroleum oil and 10 to 20 per cent of blown refined rapeseed oil or blown refined peanut oil, so com- pounded that it will not separate or break down in any way either before or while it is in service. Grade 2 oil shall be a compounded oil made from

refined petroleum oil and 10 to 20 per cent of blown

refined rapeseed oil or oil of equivalent tests and

shall have an emulsifying value equivalent to that

of rapeseed compounded oil. Marine-engine oil.—Used for reciprocating steam

engines in marine service. This oil shall not be

used in circulating or forced-feed systems.51 Compounded steam-cylinder oil for noncondensing

engines.—For steam cylinders of noncondensing

engines and pumps where a compounded oil is required.

Mineral steam-cylinder oil for noncondensing engines.—Used for noncondensing steam-engine cylin- ders where mineral oil is required.50 Aircraft machine-gun oil.—Used for machine guns on aircraft, for the cc interrupter gears, and for gun oil for cleaning and oiling machine guns and

small arms.50 Gun and ice-machine oil.-—Used for cleaning

and oiling guns and small arms where aircraft machine-gun oil is not required; also for lubrication of the cylinders of ice machines, for lubrication

of pneumatic tools, and for hydraulic systems.50 Liberty aero oil.—Used for stationary-cylinder

aircraft engines.50 Buffer oil.-—Used for fining the recoil and recuperator cylinders of all British-type howitzers and gun

carriages.50 Recoil oil.—Used to fill the recoil cylinders of gun carriages.50

'0 Only refined petroleum oils without the admixture of fatty oils, resins, soap, or other compounds not derived from crude petroleum

will be considered.

«> Marine-engine oil shall be a mineral lubricating oil free from

water, mineral acids, alkalies, and asphaltic matter.

106
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX

(b) Properties and Tests

504.19

Name and grade

Class A, extra light Class A, light Class A, medium

Class A, heavy

Class A, extra heavy

Class B, extra light Class B, light Class B, medium

Class B, heavy

Class B, extra heavy

Class C, extra light Class C, light Class C, medium

Class C, heavy

Class C, extra heavy

Class D, extra light Class D, light Class D, medium

Class D, heavy.

Class D, extra heavy

Class D, ultraheavy

Class D, tractor Class D, tractor, heavy

Class D, motor cycle

Aircraft machine gun

Buffer Car p.nd locomotive engine Compounded steam cylinder. Diesel engine

Gear, chain, and wire rope Gun and ice machine No. 100. Gun and ice machine No. 125. Liberty Aero, grade 1 Liberty Aero, grade 2 Liberty Aero, grade 3 Liberty Aero, grade 4 Marine engine, No. 1 Marine engine, No. 2 Marine engine, mineral Mineral steam cylinder No. 1.. Mineral steam cylinder No. 2.. Recoil oil, light Recoil oil, medium

Recoil oil, heavy

Transmission

Cleve- land open cup

(No. 10)

390

Viscosity, Saybolt seconds (No. 4)

100° F. 210= F.

135

6585

100

120

15065

1, 100

85

100

100 125

75

75

70

165 220

165

a.

OO &

II

So

a

o.io

10

10

10

103030

3030

3030

3030

301010

.30

.10

.10 .10

.10

.10 .10

3.00

3.00

1.00

Required

...do

...do ..do

..do -do

...do ..do

..do

..do -do

-do

-do

-do

..do

..do -do

-do -do

..do -do

-do

..do ..do

..do

Required. -do

Required.

...do. ...do

Required.

...do

...do

(No.

...do. ..do

(No. -do

(No. —do.

-.do. (No. —do.

(No. 23)!

(No. 22)1

.. do.'__- (No. 23)5 __do ..do

..do (No. 22)« ..do

.. do_...

2 300

2 300

2 300

3 300

3 300

2 300

300

2 300

3 300 300

Per

cent

-'3110

2 300

0. 10 .20

.45

.55 .70

.10 .20

.45

. 55 .70

.80

1. 50

1. 75

2. CO

.03

.80

1.5 2.0 2.5

2.5

No. Per

cent

5-7

10-20 10-20

Special tests required

(No. 29). Do.

Do.

Do. DOi

(No. 27).

(No. 13). Do.

Wick-feed test.

Ash (No. 42 maximum

0.2%).

1 The oil shall separate (this means there shall be only a slight cuff between the oil and water) in 30 minutes from an emulsion with normal caustic soda solution, and the upper layer at the end of 30 minutes shall not contain more than 10 per cent of water, as determined by

method No. 20.

2 Method No. 24.

' Method No. 25.

4 The oil shall separate (this means there shall be only a slight cuff between the oil and water) in 30 minutes from an emulsion with

(1) distilled water, (2) 1 per cent salt solution, and (3) normal caustic solution.

» The oil shall separate completely in one hour from an emulsion with distilled water at a temperature of 180° F.

6 The oil shall remain completely emulsified for 1 hour for Nos. 1 and 2, and Yi hour for mineral, when the emulsifying liquid is (1) distilled water and (2) 1 per cent salt solution. Note.—For the class B and gun and ice-machine oils under notes (5) and (6) the following requirement is stipulated: The upper layer

at the end of 30 minutes shall not contain more than 5 per cent water by method No. 20,

107
504.2 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

504.2 CYLINDER OILS.

504.21 Compressor Oil (Including Air, Ammonia Ice Machine).

Federal Specifications Board, specification 2d, United States Government master specification for lubricants and liquid fuels. See 504.19, page 106. 504.22 Engine Oil, Steam (Including Noncondensing, High-Speed, and Turbine).

Federal Specifications Board, specification 2d, United States Government master specification for lubricants and liquid fuels. See 504.19, page 106. 504.23 Engine Oil, Internal Combustion.

Federal Specifications Board, specification 2d, United States Government master specification for lubricants and liquid fuels. See 504.19, page 106. 504.24 Valve Oils. (No nationally recognized specifications available.)

504.3 MACHINE OILS.

504.31 Dynamos, Spindles, Pumps, Etc. (No nationally recognized specifications available.)

504.32 Machine-Gun Oil. Federal Specifications Board, specification 2d, United States Government master specification for lubricants and liquid fuels. See 504.19, page 106. 504.33 Eecoil and Recuperator Oils. Federal Specifications Board, specification 2d, United States Government master specification for lubricants and liquid fuels. See 304.19, page 106. 504.34 Transmission Oil (Including Crank

Case).

Federal Specifications Board, specification 2d, United States Government master specification for lubricants and liquid fuels. See 304.19, page 106. Society of Automotive Engineers, transmission

lubricating oils (standard, 1924).

General.—These specifications cover grades of petroleum oil suitable for the lubrication of trans- mission and differential gears, worm drives, and

roller and ball bearings used in connection therewith. Compounded lubricating oils containing products

other than those derived from petroleum are not

dealt with in these specifications.

Specifica- tion No. Grade

Mini- mum

flash point

Viscosity, Saybolt universal,

at 210° F„ Sec. Maxi- mum

pour

test Mini- mum

Maxi- mum

90

110

160

Special winter Winter Summer

°F.

325

325 450

80

100 150

100

120

170

op

'10

1555

Tests shall be made in accordance with A. S. T. M.

specifications.

Society of Automotive Engineers, crank-case

lubricating-oil viscosity numbers (recommended

practice, 1929).

Viscosity No.

Viscosity range 1 Saybolt universal,

Sec. At 130° F. At 210° F.

1020

30

40

50

60

90-115

120-150

185-220 255 70

75-95 105-120

1 Oils with viscosities falling between the ranges specified shall be

classified in the next lower grades. In the case of prediluted oils, S. A. E. viscosity

numbers by which the oils are classified shah be

determined by the viscosity of the undiluted oils. Wherever the S. A. E. viscosity numbers are used on prediluted oils, the container labels should show

in some suitable manner that the S. A. E. number

applies to the undiluted oil. 504.35 Typewriter, Sewing-Machine, and

Clock Oils. (No nationally recognized specifications available.)

504.4 LUBRICATING GREASES.

504.40 General Items.

American Society for Testing Materials, standard method of analysis of grease, serial designation

D128—27, 1927. See 504.0, page 93. American Society for Testing Materials, tentative method of test for penetration of greases and petrolatum, serial designation D217—27T, 1927. See 504.0, page 101. 504.41 Cup Grease.

Federal Specifications Board, specification 2d,

United States Government master specification for lubricants and liquid fuels. See 504.49, page . 109 504.42 Cylinder Greases.

(No nationally recognized specifications available.)

504.43. Gear, Chain, and Wire-Rope Greases.

American Mining Congress, 1927, wire rope for mines. Approved as an American Standard by the American Engineering Standards Committee, now the American Standards Association. (This standard includes the following require- ments for wire-rope lubrication.)

It is advisable that the lubricant recommended by

the rope manufacturer be used. Wire-rope lubricant should be commercially

chemically neutral.

It should not harden sufficiently to crack, chip, or

peel, nor soften sufficiently to drip off the rope under

extreme atmospheric conditions.

It should not dry out rapidly in service.

It should be practically free from moisture, not

absorb moisture readily, and be impervious to

surface moisture.

It should be of such nature that it can penetrate

between the strands to the core of the rope, and

should be applied in such a manner as to secure the maximum penetration.

It should possess such adhesive qualities as not to be

thrown from the rope by vibration nor rapid motion.

108
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 504.49

Its physical and chemical qualities should permit

heating to liquid consistency for ease of application.

Lubricant should be applied at frequent intervals

to protect the wires of the rope from friction and

corrosion. Federal Specifications Board, specification 2d, United States Government master specification for lubricants and liquid fuels. See 504.49, below. 504.44 Graphite Greases.

Federal Specifications Board, specification 2d, United States Government master specification for lubricants and liquid fuels. See 504.49, below. 504.45 Plate Greases.

(No nationally recognized specifications available.)

504.46 Crank Pin, Driving Journal Compound, and Rod Cup Greases.

Federal Specifications Board, specification 2d, United States Government master specification for lubricants and liquid fuels. See 504.49, below. 504.49 Miscellaneous Lubricating Greases.

Federal Specifications Board, specification 2d, United States Government master specification for lubricants and liquid fuels. (This publication, containing detailed specifications, methods of testing, and methods of sampling,

is published by the United States Government

Printing Office as Technical Paper 323B, Department of Commerce, Bureau of Mines. The publi- cation includes specifications for greases, which are given below.)

GREASES

I. GENERAL REQUIREMENTS

Sampling.—See A. S. T. M. method D270-27T,

503.0, page 60. Testing.—See F. S. B. No. 2d, 503.0, page 66. Note.—For convenience in presentation the test methods have

been listed numerically and reference made in the following table where tests apply.

n. DETAIL REQUIREMENTS

(a) General

1. Recuperator grease shall be a well-manufactured product composed of calcium soap made from

high-grade animal or vegetable oils or fatty acids and a highly refined mineral oil. It is used by the United States Government for the recoil mechanism

of 75 and 155 mm French gun carriages.

2. Crank-pin grease shall be composed of soda

soap, combined with a well-refined cylinder-stock

petroleum oil. It is used for the driving journals on locomotives (provided with grease cellars) and

for the lubrication of cranks and rods on locomotives

(provided with grease cups). The grease shall be

smooth and uniform and must not crumble under

pressure.

3. Mineral lubricating grease shall be a smooth,

homogeneous mixture of mineral oil and pure odorless lime soap made from animal or vegetable fats or

oils, or fatty acids completely saponified with hydrated lime. It is used for the lubrication of such

parts of motor equipment and other machinery as

are lubricated by means of compression cups, and

also for use on ball bearings and roller bearings.

The grease shall contain no fillers such as rosin, rosin

oils, talc, wax, powdered mica, sulphur, clay, asbestos, or other undesirable or deleterious impurities

It shall possess only a slight odor of mineral oil, and

may be rejected if it has the odor of any objection- able material. Mineral lubricating grease shall be furnished in the following grades as specified: Hard, medium,

soft. Soft grease is intended for use in ball bearings

and roller bearings. Medium grease and hard

grease are intended for use in compression grease cups for bearings. For rapid running machines in cool climates medium grease should be ordered. For hot climates or heavy running machinery hard

grease should in general be ordered.

4. Graphite lubricating grease.—The requirements,

grades, and uses are the same as for mineral lubri- cating grease, given above, with the variations (1) that the mixture for this product shall contain

graphite, in addition to the mineral oil and lime soap, and (2) this specification does not include fatty

acids as a source for the grease.

(b) Properties and Tests

Name and grade Corrosion

test a o 8*

Properties of the mineral-oil constituent

Cleveland open cup

(No. 10)

aa

a o

Color 2*0 a a

Recuperator grease Crank-pin grease Driving-journal compound.

Rod-cup grease Mineral lubricating grease: Hard_

Medium

Soft Graphite lubricating grease: Hard Medium

Soft

Per

cent 3.0 240-290 (No. 37).

Per

cent

i 2.3

Per

cent None.

Per

cent 'F. 180@100

Per

cent

1840

45

40

Per cent Per

cent

0. 5-2. 5 .5-2.5

.5-2.6

Yellowish

Greenish

Yellowish

33 Vi 33 Yi 33H

2.0

2.0

1.5

2.0

2.0

1.5

190-230 240-290

300-355

190-230 240-290

300-355

(No. 38) ..do.... ..do....

...do.

...do.

...do.

'8.5

a 6.0

s 5.0

0. 10

. 10 .10

.10 .10 .10

75.0 80.0

85.0

75.0 80.0

85.0

125@130

125@130 125® 130 125@130 125® 130 125®130

340

340 340

340 340

340

370

370

370

370

370 370

« 2.0

< 2.0 <2.0

1 Rapid routine method.

• Saybolt universal.

3 Ash as sulphates.

1 May contain 2 to 3 per cent of flake graphite which is free from grit and which contains at least 82 per cent of graphitic carbon. 109
504.5 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

504.5 PARAFFIN, PARAFFIN OIL, AND

PARAFFIN WAX.

504.51 Candles.

(No nationally recognized specifications available.) 504.52 Illuminating Wax.

(No nationally recognized specifications available.) 504.53 Paraffin Oils. (No nationally recognized specifications available.) 504.54 Paraffin Wax.

American Society for Testing Materials, standard

method of test for melting point of paraffin wax,

serial designation D87-22, 1922.

Figure 56.

Apparatus for determination of melting point of paraffin wax

Approved as American Standard by the American

Engineering Standards Committee now the American Standards Association. DEFINITION

1. A. S. T. M. paraffin wax melting point.—The

temperature at which melted paraffin wax, when

allowed to cool under definite prescribed conditions,

first shows a minimum rate of temperature change.

Note.—The so-called American Melting Point is an arbitrary

figure 3° F. higher than the A. S. T. M. paraffin wax melting point. APPARATUS

2. Wax container.—Test tube of standard form, 25 mm (1 inch) outside diameter and 100 mm

(4 inches) long. It may be marked with a filling

line 2 inches above the bottom. This test tube

shall be closed in a tightly fitting cork having two

openings, one at the center for the melting-point

thermometer and the other for a stirrer at one side

of the center. The opening for the stirrer may be

lined with glass or metal tubing to act as a guide for the stirrer.

3. Air bath.—Suitable water-tight cylinder, 2

inches in inside diameter and 4)4 inches deep.

This air bath shall be provided with a tightly fitting cork having a central opening for holding the test tube firmly in a vertical position in the center of the

air bath.

4. Water bath.—Suitable cylinder, 5}i inches in inside diameter and 6 inches deep. This water bath shall be provided with a suitable cover and

with the guides and fasteners necessary to hold

the air bath firmly in a vertical central position so that the sides and bottom of the air bath shall be

surrounded by a layer of water 1J4 inches thick. The water-bath cover shall have a slot for introduction of a suitable stirrer and shall have an opening

for the bath thermometer so that the latter may be

suspended in a vertical position three-fourths inch from the outside wall of the water bath. Air bath, water bath, and water-bath cover may be conveniently made of metal in one assembly as shown

in Figure 56.

5. Stirrer in test tube.-—Brass or copper wire,

one-eighth inch in diameter and about 12 inches

long. A circular loop one-half inch in diameter

shall be formed at one end of this wire in such a manner that the loop lies in a horizontal plane when

the rest of the wire is in a vertical position. The

stirrer thus formed shall be passed through the proper opening in the test-tube cork and the upper end may be then bent into a shape convenient for holding.

6. Thermometer.—The A. S. T. M. paraffin wax

melting point thermometer shall conform to the requirements of thermometer No. 9. (See table of A. S. T. M. thermometers, 500.2, p. 2.)

7. Bath thermometer of any suitable type, accurate to 2° F. throughout the required range. PROCEDURE

8. An average sample of the wax to be tested shall be melted in a suitable container in a water bath

whose temperature shall be not more than 35° F. above the approximate melting point of the wax

sample. Direct heat, such as a flame or hot plate,

shall not be used and the wax sample shall not be

held in the melted condition any longer than

necessary. The test tube shall be filled with melted wax to a

height of 2 inches. The test-tube cork, carrying the

stirrer and the melting-point thermometer with the

3}£-inch immersion line at the under surface of the

cork, shall be inserted into the test tube for a dis- tance of one-half inch. The lower end of the ther- mometer bulb shall then be three-eighths inch from

the bottom of the test tube. The air bath being in its proper position in the water bath, the latter shall be filled to within onehalf inch of the top with water at a temperature 15°

to 20° F. below the approximate melting point of the wax sample.

The test tube containing the melted wax, with wax

stirrer and thermometer in place, shall be inserted

into the air bath in a central vertical position so that

the bottom of the test tube is one-half inch from the bottom of the air bath. The temperature of the water bath shall be adjusted by stirring if necessary,

so that it shall be lower than the temperature of the wax sample by not more than 30° F. and not less than 25° F., when the wax sample has cooled to a

110
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 504.54

temperature 10° F. above its approximate melting

point.

When these conditions have been obtained, temperature adjustment and stirring of the water bath

shall be discontinued. The wax shall be stirred con- tinuously during the remainder of the test, the stir- ring loop being moved up and down throughout the

entire length of the test tube in a steady motion at

error in the thermometer scale and the corrected temperature shall be reported as the "A. S. T. M.

paraffin-wax melting point."

ACCURACY

9. Duplicate determinations on the same sample

should differ by not more than 0.2° F.

Holds for Water

Connccficns- Thermomefa

Hole

2f

h

I I 1 _S_

k

No.V 1!

B >J A --------

->j l „ & k

" -k.

i Mi

t

A --H

--C--H

Na4§ 31

1 1$ 111!' Hi!

No.6

No.7

k b -H K —- A

-----

>J

Jl AT"

/VeV&s Plugged here -Thermometer

Hole In Parts a; Nos.tandl

only.

Plan View

Parts Nos.1,3,5and7.

/ .... B-... C

P .... £ ... F --- G ...

rt/ .... J —

K - —

L .... M

N ---

.... p .... o ... p .... 5 ...

--3g /n.

- 4 « -3-2 n

"".52,

'6

32

DIMENSIONS.

8.S9 cm.. «U6 .1 8.9/ " M9

Ml • 0.23 „

1. Z1 • 0.79

0.16 -i 7.14 ii 2.38 .. 2.54 n 3.02 H 0.48 i. 5.72 ,i 0.83 n 0.40

0.56 «

0.7/ ..

TOLERANCES.

0.01 in.

0.01

0.01

/ '*

1-2

0.0/

21 '6* _r "i32

'"'32

3Z

0.025n g " 0.01 ..

' 64 / "

' 6<

0.02 cm.

0.0S 0.02

0.02 .. 0.08 »

0.02

'„ 6.08 0.02

0.08 »

0.32 0.06 m

0.32 m

0.02 0.04 n 0.0* «

0.04 » Figure 57.

Press-platen assembly

the rate of 20 complete cycles per minute. The

melting point thermometer reading, estimated to

0.1° F., shall be observed and recorded every 30

seconds. The temperature of the wax will fall gradually at first, will then become almost constant, and

will then again fall gradually.

The melting point thermometer reading, esti- mated to 0.1° F., shall be observed and recorded

American Society for Testing Materials, tentative method of test for expressible oil and moisture in paraffin waxes, serial designation D308-29T, 1929. SCOPE

1. This method is the well known press method for the determination of oil and moisture in paraffin wax.

^ h k- DIMENSIONCD- 'ft,

TOLERANCES.

3.30 cm.— - 2. 70' ~

0.9/ « -—

/52,"

"jJS* 64

0.08 cm.

0.04 n.

0. 04

Figure 58.Ring meld for wax samples

every 30 seconds, for at least three minutes after the temperature again begins to fall after remaining

almost constant. The record of temperature readings shall then be inspected and the average of the

first four readings that he within a range of 0.2° F.

shall be considered as the uncorrected melting point.

This temperature shall be corrected if necessary for

It is applicable to crude, semirefined, and refined

paraffin waxes melting at or above 108° F. (42.2° C).

Note.—It has been established that the expressible oil and moisture

content does not bear a direct relation to the actual oil content of a given sample of paraffin wax. However, it is extremely difficult to determine actual oil content by any known method. The expressible

oil and moisture method has been in almost universal use for many

years and no doubt comes nearer to giving the information desired than any other method so far devised. Ill
504.54 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

APPARATUS

2. Press.—The press shall be of any suitable form,

and shall be capable of producing and maintaining a pressure of 1,000 lbs./in.2 ± 100 lbs. /in. 2 over the working surface of the platens, the latter having a

diameter of 3.50 inches. This will require a total pressure of 9,620 pounds ± 962 pounds upon the platen

assembly. When presses of either the lever type or hydraulic type are used, it may be necessary to readjust the weights in the case of the former, or the gauge pressure in the case of the latter, to secure the

specified pressure.

3. Press platens.—(a) The press platens shall be

constructed of steel, properly plated, or of a suitable

rust-resisting metal. The working surfaces of the

platens shall be so finished as to be completely free from tool marks. The press platens shall conform

to the dimensions shown in Figure 57.

(b) When assembled for use, the platens shall be

connected in series by means of rubber tubes of such

length that the platens may be manipulated without

interrupting the flow of water through the assembly.

The use of the complete platen assembly makes

possible the simultaneous pressing of three samples

of paraffin wax.

4. Wax sample molds.-—The molds for wax samples shall consist of three smoothly turned brass

rings conforming to the dimensions shown in Figure

58. When in use the rings shall be supported by a smooth No. 16 B. & S. gage brass plate, 3 inches ±Ys inch (7.62 cm±0.3 cm) square.

5. Thermometer.—The A. S. T. M. cloud and pour

thermometer, conforming to the requirements of thermometer No. 5 (see table of A. S. T. M. ther- mometers, 500.2, p. 2), shall be used.

6. Graduated cylinder.—An ordinary 25-cc graduated cylinder may be used.

7. Cloth.—The cloth shall be a white or colored

"silesia" or "duretta" or similar tightly woven

cloth free from nap. The cloth shall be accurately cut in disks 3.50 inches in diameter.

8. Filter paper.—The filter paper used shall be

Whatman's No. 1 filter paper, cut in disks 3.50 inches in diameter.

9. Desiccator.—The desiccator may be of any

suitable size and design. The desiccator shall have

a side opening in which a thermometer can be

mounted. Calcium chloride shall be used as the

desiccant.

10. Balance.—Any suitable analytical balance

sensitive to 0.001 g may be used.

11. Electric oven.—The electric oven shall be capable of maintaining a temperature of 212° F.±2° F. (100° C.±l° C.).

12. Refrigerator.—The refrigerator shall be capable of maintaining a temperature such that the wax

samples when contained in the desiccator will be

brought in a reasonable time, to a temperature of 60° F.±5° F. (15.6° C.±3° C).

13. Weighing bottle.-—The weighing bottle may be

of any suitable dimensions 62 such that cloth disks may be placed therein without being tightly folded. The weighing bottle shall have a tightly fitting cover. PROCEDURE

14. (a) An average sample of the wax shall be melted in a suitable container using a water bath

whose temperature shall not be more than 35° F.

(19.5° C.) above the approximate melting point of the wax sample. Direct heat, such as a flame or hot plate, shall not be used and the wax sample

a The American Can Co.'s gill style ointment box, deep pattern, 3-ounce capacity, may be used, provided they are selected with closely

fitting lids.

shall not be held in the melted condition any longer

than necessary. The sample mold ring shall be

placed upon the brass plate, the latter being accurately supported in a horizontal position. After thorough mixing, a portion of the wax sample shall be poured into the 25-cc graduated cylinder which

has previously been heated by immersion in the water bath, and 2.5 to 3.0 cc of the melted wax poured

from the graduate into the sample mold ring. The wax sample shall be allowed to solidify at room

temperature.

(&) Two cloth disks shall be placed in the weighing

bottle and the bottle with its cover removed shall be

dried for one hour at a tempertaure of 212° F.±2° F. (100° C.±l° C). The cover of the weighing bottle

shall be replaced, the bottle cooled in a desiccator and weighed to the nearest milligram. The wax

sample shall be removed from the mold and placed

within the weighing bottle with the cloth disks and

the bottle reweighed to the nearest milligram. After reweighing, the closed weighing bottle shall be re- turned to the desiccator and the latter placed in the

refrigerator, where the wax sample shall be cooled

to a temperature of 60°F.±5° F. (15.6° C.) (±3° C),

as indicated by a thermometer mounted in the side

of the desiccator.

(c) The press platens shall be assembled as shown

in Figure 57, connected together with rubber tubing,

and water passed through the assembly in such a manner that both the upper and lower platens shall be brought to and maintained at a temperature of 60° F.±5° F. (15.6° C.±3° C.) as indicated by

thermometers placed in the thermometer holes in the upper and lower platens.

(d) The wax sample and the dry platens being

at the required temperature, and the lower platen

and ring being in place in the press, three disks of

filter paper shall be placed upon the lower platen,

making certain that the papers lie smoothly upon

the platen. One disk of cloth shall be placed upon

the filter papers. The wax sample shall then be

placed upon the center of the cloth, and the other

cloth disk laid upon the wax sample. Three filter papers shall be laid upon the second cloth disk and

the upper platen, or the next intermediate platen,

if more than one sample of wax is to be pressed,

shall be placed in position. Under no circumstances

shall a pressing be made with other than the lower

platen at the bottom of the assembly and the upper

platen at the top of the assembly. A pressure of 1,000 lbs. /in. 2 ± 100 lbs. /in. 2 of the working surface

of the platens, equivalent to a total pressure of 9,620 pounds ±962 pounds, shall be applied and

maintained for a period of five minutes, after which

time the pressure shall be released and the upper

platen and ring removed. The two filter papers immediately adjacent to the sandwich of wax and

cloth and any others which show traces of oil, when observed by transmitted light, shall be re- moved and replaced by fresh papers, and the press- ing operation repeated. The filter paper shall be

changed a second time and a third pressing made.

During humid weather, platens may sweat considerably. In this case, care shall be exercised to prevent

moisture from getting on the cloth-wax sandwich

while changing the filter papers. Immediately before assembling the platens, they shall be wiped as dry as

possible.

(e) After the three pressings have been made,

the cloth-wax sandwich shall be folded and returned

to the weighing bottle, care being taken to avoid

loss of wax by crumbling. The weighing bottle with its cover removed shall be placed in the electric oven and dried for one hour at a temperature of 212°F.±2°F. (100° C.±l° C). The cover of the weighing bottle shall be replaced, the bottle cooled in a desiccator and weighed to the nearest milligram.

112
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 504.6

15. The percentage of expressible oil and moisture

shall be calculated as follows:

Percentage of ex-1 /weight lost by cloth-wax \

pressible oil and>=( sandwich during pressing moisture ) \ weight of wax sample X100/

°- 3

Note.—The correction of 0.3 is applied in order to correct for the

loss of paraffin wax expressed along with the oil and moisture

16. With care and proper attention to detail, the amount of expressible oil and moisture determined

in duplicate tests should not differ by more than 0.5 per cent.

17. Should a wax show negative content of expressible oil and moisture, the wax shall be re- ported as containing no expressible oil and moisture. New York Produce Exchange, annual report, 1921-22, Paraffin Wax.

Paraffin wax shall be sold on color and melting

point. White crude wax shall be understood to be on basis of 2 per cent oil and moisture contents; yellow crude wax on basis of 4 per cent oil and

moisture contents. The melting point is to be expressed in Fahrenheit degrees, American method of testing. The

melting point is understood to be guaranteed, and

buyer may reject the goods outright if not according

to representation, and seller shall be required to

replace.

Refined paraffin wax shall be sold according to melting point and if not as represented, goods may

be rejected by buyer and seller be required to re- place.

The price shall be understood for the net weight.

504.6 PETROLATUM.

American Railway Association, signal section,

specification 7719, May, 1920, petrolatum for use in impedance bonds.

Note.—The full text of this specification includes a requisite sheet, or contract form, and the following specifications for materials: MATERIAL

(a) Shall be a pure mineral oil, free from crystalline wax, acid, alkali, or other chemicals.

(6) It shall conform to the following physical

characteristics:

1. The specific gravity shall be between 27° B. 0.891 and 30° B. 0.875.

2. The flash shall be not less than 246° C. (474°

P.)

3. The viscosity at 99° shall be between 105 and

120 seconds taken in a Saybolt standard universal

viscosimeter.

4. The melting point shall be between 49° and

57° C. taken by the Saybolt method.

5. The solidifying point shall be between 49° C.

(120° F.) and 57° C. (135° P.). INSPECTION

Inspection requirements same as A. R. A. signal section specification 11328. (See 522, p. 491.) TESTS

(a) Tests may be made at point of production,

or on samples submitted, and may also be made at

destination.

(b) Contractor shall give the purchaser sufficient notice of time when material will be ready for testing.

. • (c) Contractor shall provide, at point of production, apparatus and labor for making the required

tests under supervision of the purchaser,

MARKING

(a) Purchaser's order, requisition and package

number, name of consignor, and name and address

of consignee shall be plainly marked on outside of package.

(6) Detail list of loose pieces, containers, and

their contents shall be furnished for each shipment.

Where carload shipments are made, routing and

car identification shall be shown.

(c) Where carload shipments are made, name and

address of consignee may be omitted.

PACKING

(a) Material shall be so prepared as to permit

convenient handling and to protect against loss or damage during shipment.

American Society for Testing Materials, tentative method of test for melting point of petrolatum,

serial designation D127-28T, 1928. DEFINITION

1. A. S. T. M. petrolatum melting point.—The

temperature at which petrolatum becomes suffi- ciently fluid to drop from the thermometer used in making the determination under definite, prescribed

conditions. APPARATUS

2. (a) The melting point thermometer shall conform to the specifications for the A. S. T. M.

paraffin wax melting point thermometer. (See

thermometer No. 9, table of A. S. T. M. ther- mometers, 500.2, p. 2.)

(b) The bath thermometer shall be of any

suitable type accurate throughout the required range to 2° F.

3. The test tubes shall be 25 by 100 mm in size, and shall be supplied with corks grooved at sides to permit air circulation and bored at the exact

center to receive the thermometer.

4. The beakers shall be of the tall form type and

have a capacity of 600 cc. PROCEDURE

5. (a) Samples of sufficient size that exactly

represent the petrolatum under inspection shall be

secured. The material shall be melted slowly in a

casserole or other suitable dish with stirring until the temperature reaches 180° F. A fresh portion

of the sample shall be used for each determination.

The source of heat shall then be removed and the petrolatum allowed to cool to 15° F. above the temperature that it is anticipated will be its melting

point. The thermometer bulb shall be chilled to 40° F., wiped dry, and while still cold thrust into the melted petrolatum so that approximately the lower half is submerged. It shall be withdrawn

immediately, held vertically away from the heat

until the surface dulls, and then placed in a water

bath having a temperature not over 60° F. for five minutes.

(b) The thermometer shall be securely fixed in a

test tube by means of a cork so that the lowest

point is 15 mm above the bottom of the test tube. The test tube shall be surrounded with a water

bath at a temperature of 60° F. The temperature

of the bath shall be raised at a rate of 2° F. per minute to 100° F., then at a rate of 1° F. per minute

until the first drop of petrolatum leaves the ther- mometer. The temperature at this instant shall be recorded.

6. If the variation of three such determinations does not exceed 2° F., the average of these three

113
504.6 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

determinations shall be reported as the melting

point of the' sample under test. If the variation

of three determinations is greater than 2° F., two

additional determinations shall be made and the average of five determinations reported as the melting point.

American Society for Testing Materials, tentative method of test for color of petrolatum by means of the union colorimeter, serial designation D218-—25T. APPARATUS

The color of all petrolatums shall be determined

by means of the union colorimeter. (For description of apparatus and table of glass color standards see Sec. I, Apparatus, A. S. T. M.

D155, 504.0, p. 96.)PROCEDURE

The petrolatum shall be heated to 20° to 30° F. (11° to 17° C.) above the melting point. If darker than No. 8 color it shall be diluted with water

white kerosene, the color of which is not darker than No. 21 as determined in accordance with

A. S. T. M. D158 (see 503.0, p. 54), a mixture of exactly 15 per cent by volume of petrolatum and

85 per cent by volume of kerosene being used in

all cases. The water-white kerosene shall be heated to a

temperature 20° to 30° F. (11° to 17° C.) above the melting point of the petrolatum being tested before mixing them together.

This mixture shall then be placed in the standard

glass jar and compared with the three cylinder oil standards or optionally with the standards ranging

from No. 1 to No. 8, inclusive. The daylight lamp may be brought closer to the opal glass in determining the darker colors. The numbers or letters designating the color of all petrolatum that has been diluted to make determinations shall be followed by the designation "Dil."

504.7 CUTTING OILS.

Federal Specifications Board, specification 2d, United States Government master specification for lubricants and liquid fuels. (This publication, containing detailed specifi- cations, methods of testing and methods of sampling,

is published by the United States Government

Printing Office as technical paper 323B, Department

of Commerce, Bureau of Mines. The publication

includes specifications for cutting oils which are given below.)

CUTTING OILS

I. GENERAL REQUIREMENTS

Sampling—See A. S. T. M. method D270-27T,

503.0, page 60. Testing.—See F. S. B. 2d, 503.0, page 66. Note.—For convenience in presentation the test methods have

been listed numerically and reference made accordingly in the

following table where tests apply.

II. DETAIL REQUIREMENTS

(a) General Compounded cutting oil.—Shall be a clean and

homogeneous solution of well-refined mineral oil and lard oil. It shall be free from disagreeable

odors, rancidity, dirt, sediment, or other foreign matter. It shali not deposit gum on machinery or parts with use, nor shall separation of fatty or mineral oils occur at working temperatures. It shall be easily soluble and retain its oily consistence in kerosene, or soda and cold-water mixtures. The

concentration of the soda solution which may be

mixed with the compounded cutting oil prior to use should not exceed 1 per cent alkalinity calcu- lated as Na3 C03 . Aqueous solutions of this or lower concentrations may be obtained by adding

approximately 1 ounce or less (28.5 g or less) of 58

per cent soda ash to 7 pints (3.31 liters) of water. This oil is used as lubricant and coolant for machine cutting tools where soluble cutting oil is not suitable. It may be used as supplied or after mixing with either mineral oil or soda solution. Soluble cutting oil.—Shall be a clean, homogeneous

mixture, free from disagreeable odors, mineral

acids, sediment, or ingredients injurious to persons

using the oil either in its original state or in emulsion.

It shall show no segregation of any kind and shall not be rancid either in its original state or in emulsion. The oil shall not interfere with the

lubrication of the machinery upon which it is used

and shall not clog circulating systems, pumps, or

bearings. It shall form stable emulsions with water in any proportion without the addition of any other product, and the emulsion so formed shall be free from froth, such as would be characteristic

of soapsuds.

The oil is used as a coolant and lubricant for cut- ting and threading tools. Lard oil shall be clean and free from other oil, fat, or grease. It shall be free from dirt, cracklings,

and rancidity.

The oil is used for the lubrication of tools for pipe

cutting and threading and other purposes.

(b) Properties and Tests

Name

Flash, mini- mum

(No. 10)

Fire, mini- mum

Viscosity

seconds, (No. 4)

Saybolt

100° F.

Pour

test, maxi- mum

(No. 3)

Corrosion

test (No.

39)

Emuleion

test (No.

26)

Compounding (Nos.

40, 41)

Free

fatty acid maxi- mum

(No. 31)

Water

(No. 17)

Sedi- ment

(No. 18)

Special tests required

Compounded cutting

oil. Soluble cutting oil

°F.

325 °F. Mini- mum

190

Maxi- mum

220 "f.

45

m Per cent 25-35 Per cent

7 Per cent 0.5

10.0

. 5

None.. No. 2 .i

No. 42.' Specific grav- ityj No. 40.

«

Required '' Required . 440 190 220 45 5 None

.

1 A solution of the oil containing 50 per cent by volume of kerosene of quality specified in this specification, shall not be darker than No. 6.

2 Clean, polished steal and polished copper strips shall not show more than extremely slight discoloration when partly immersed in the

cutting oil for 24 hours.

• The ash content shall not be more than 3.5 per cent.

* The specific gravity at 60° F. (15.5° C.) shall be not more than 0.625 or less than 0.912.

{ The saponification shall be within the following limits: 190 to 198.

114
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 504.8

504.8 TRANSFORMER AND SWITCH OILS.

American Railway Association, signal section,

specification 4614, transformer oil. MATERIAL

(a) Shall be a pure mineral oil obtained by the

fractional distillation of petroleum, unmixed with

any other substance. It shall be prepared and re- fined especially for the purpose and shall be free from moisture, acid, and alkali, and shall not contain

sulphur compounds to exceed one-fifth of 1 per cent. TESTS

(a) The flash of the oil determined in an open cup

shall be not less than 320° F. (160° C.) and on fire test not less than 347° F. (175° C).

(6) The viscosity shall be not more than 60

seconds at 104° F. (40° C.) by the Saybolt universal viscosimeter.

(c) The oil shall withstand a breakdown test of 30,000 volts A. C. between spherical surfaces of 0.5 cm radius, 0.40 cm apart.

American Society for Testing Materials, standard

methods of testing electrical insulating oils, serial designation D117-27, 1927.

1. These tests are intended for oil used in trans- formers, oil circuit breakers and other electrical ap- paratus as an insulating or cooling medium, or both. SAMPLING

2. Some of the tests, notably dielectric strength

and sludge tests, 53 of this class of material are very

greatly affected by the most minute traces of cer- tain impurities. Moisture, for example, greatly

affects the dielectric test. It is exceedingly important that the samples be handled with the utmost care to avoid contamination. Therefore, the following

procedure and precautions shall be observed in obtaining and transporting samples of the oil to be

tested.

3. (a) Containers for samples.—Tin cans, or clear glass cork-stoppered bottles in cartons may be used. Containers shall be chemically clean and dry. Note.—The glass bottle offers the advantage that it may be ex- amined to see that it is clean. It also allows visual inspection of the

oil before testing, particularly as regards free water and solid impurities. However, if samples are placed in glass bottles, they shall be kept in the dark until the portions are removed for testing for color and sludge forming characteristics, as light produces changes in these

properties. Rubber stoppers should never be used with the glass containers. Only good quality cork should be used with a new cork

for each sample. Contact of the oil with the cork may be prevented by means of wrapping around the cork before forcing it into the mouth of the bottle some pure thin tin foil or similar material not attacked by oil. The tin can fitted with a screw cap protected with

a nonabsorbent gasket will endure harder usage. Tin cans should be

soldered on the exterior surfaces.

(6) Thiefs.—When sampling a shipment of oil, enough thiefs should be provided to insure drainage

of each before it is used a second time. For obtain- ing only a few samples, two or three thiefs are enough, but for sampling a car lot of drummed oil, six or more are desirable. Note.—A convenient and simple thief (see fig. 59) is described in par. 55 (a), A. S. T. M. D270-27T. (See 503.0, p. 60.) 4. All thiefs and sample receptacles shall be

thoroughly cleaned before using, special care being

taken that no lint or other fibrous material remains

in or on them.

Note.—It is suggested that the thiefs be cleaned by rinsing with

oil-free gasoline and dried in the hot cabinet (see sec. 5) before using. The best procedure is to rinse them after the sampling has been

83 The great importance of a sludging test is recognized but none is included in this standard at this time because none of the methods in general use are considered sufficiently satisfactory by committee D-9

to warrant consideration for standardization purposes.

finished and then place them in the hot cabinet. They will in this way be ready for use without further cleaning when the next ship- ment is to be sampled.

All sample containers before using should be rinsed with oil-free gasoline and dried. They should then be washed with strong soapsuds, rinsed thoroughly with water and then dried in an oven at

105° to 110" C. A similar washing will be sufficient for reuse of the

containers for samples of new oil, but those for used oil should be washed with both gasoline and benzol before using soapsuds. Containers which are not chemically clean and dry are likely to con- taminate the sample of oil and cause misleading results in some

of the tests.

5. When not in use all sampling apparatus

should be kept in a hot, dry, dust-free cabinet or compartment at a temperature not less than 38° C.

(100° F.). Containers for samples, after washing

and drying as indicated in section 4, shall be kept

unstoppered while in the oven or hot cabinet but

shall be closed immediately after they are taken

out of the hot cabinet. However, it is permissible

to prepare containers in advance, leaving them in the 105° to 110° C. oven until dry, then removing,

corking, or capping and

sealing by dipping the neck into melted paraffin wax. Bottles shall, before dipping, have cork and neck wrapped with paper and securely tied.

If this procedure is fol- lowed, the paraffin should be wiped off carefully before removing the cork

or cap preparatory to

filling the bottle with the sample. Thief tubes and

cups shall be kept at all times in a vertical posi- tion in the hot cabinet in a rack having a suitable drainage receptacle at the base.

6. (a) It is recommended that 1 quart of oil be taken as a sample if complete physical and chemical tests are to be made;

at least 1 pint if the di- electric test alone is to be made.

(6) Drums or tank cars,

etc., of oil shall not be

sampled until the oil is at least as warm as the surrounding air. Electri- cal insulating oil is not

hygroscopic, but cold oil may condense enough

moisture on the surface from a humid atmosphere

to seriously affect its insulating properties.

(c) Samples of oil shall be taken only after the

oil has remained undisturbed and has settled for at

least eight hours. Samples must, of course, never

be taken in the rain and precautions must be taken

during sampling to prevent contamination by windblown dust, etc.

(d) Drums and barrels of oil to be sampled should

be lined up preferably on their sides, and numbered,

bungs up. The bungs shall be unsealed and re- moved and laid with the oily side up beside the bungholes. The unstoppered sampling receptacle

may be placed on the opposite side of the bungholes. The top hole of the thief tube shaU be closed with the thumb, the tube thrust to the bottom of the container and the thumb removed. When the

thief tube is filled the thumb shall be replaced, the tube quickly withdrawn and the contents allowed

to flow into the sampling receptacle. The lower

holes shall not be closed with the fingers of the

Figure 59.

Thief for sampling drums

115
504.8 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

other hand. The free hand shall be used to guide the stream of oil by touching the thief only as necessary. The oil shall not be allowed to flow over the hand or fingers before it flows into the sample receptacle nor shall any excess be allowed to flow over the drum and back into the drum through

the open bunghole. When the sampling receptacle is fihed it shall be closed quickly and the bung replaced

in the container and tightened. The sampling re- ceptacle shall be taken to the testing laboratory as quickly as feasible.

(e) Tank cars of oil may be sampled with the

thief, introducing it through the manhole on top of the car, the cover of which shall be removed carefully so as not to introduce any dirt into the oil. The sample shall be taken as near as possible to the bottom of the tank car.

7. (a) When taking samples of oil from trans- formers, oil circuit breakers, and other apparatus

where a thief tube or cup can not be used, the cautions outlined in section 6 shall be observed as far as practicable. In addition, care shall be taken to procure a sample which fairly represents the oil at the bottom of the tank. Transformer and oil cir- cuit-breaker tanks, etc., are usually provided with

drain pipes or sampling cocks from which the sample can be allowed to flow into the sample container. Sufficient oil should be allowed to flow to waste before the test sample is taken to insure that

the sample will not be that portion which was

stored in the drain pipe. For this reason the valve and the drain pipe should be sufficiently small to be

emptied with convenience and yet sufficiently large

to give an even flow of oil and avoid clogging by

sediment. A J4-inch pipe and valve are recom- mended. This, of course, may be separate from the drainage pipe and valve or may be connected to the drainage valve by means of a suitable reducer. VISCOSITY

8. The viscosity test shall be made in accordance

with A. S. T. M. D88 (see 503.0, p. 47) and unless otherwise directed shall be taken at a temperature

of 37.8° C. (100° F.). FLASH POINT

9. The flash point shall be determined in accord- ance with A. S. T. M. D92. (See 504.0, p. 90.) POUR POINT

10. The pour point shall be determined in accord- ance with A. S. T. M. D97-28. (See 502.2, p. 40.) NEUTRALIZATION NUMBER

11. The neutralization number shall be deter- mined in accordance with A. S. T. M. D188-27T

(504.0, p. 99), using method A, section 4. MINERAL ACIDS (CHLORIDES AND SULPHATES)

12. The presence of mineral acids (CI or S03 ) shall be determined by thoroughly shaking in a

separatory funnel 100 cc of the oil with 50 to 100

cc of hot (90° to 100° C.) distilled water and then

separating and drawing off the water layer and

testing it qualitatively with the usual procedures

for the presence of chlorides or sulphates.

FREE AND CORROSIVE SULPHUR

14. (a) The apparatus for the determination of

free sulphur shall consist of the following:

(a) Electrolytic sheet copper.—Approximate di- mensions: Length, 3 inches (7.62 cm); width, 0.5 inch (1.27 cm); thickness, 0.031 inch (0.079 cm).

(b) Glass tube.—Acid-resistant glass, 125 cc capacity, fitted with a slotted cork (a test tube of suitable size is satisfactory)

.

(c) Suitable bath in which a temperature of from

95° to 1 10° C. can be maintained.

15. Reagents.—The following reagents will be re- quired: (a) Fuming nitric acid, c. p.; (b) hydrochloric acid, c. p. concentrated; and (c) barium

chloride, 10 per cent solution.

16. The copper strip shall be mechanically polished. It shall be thoroughly washed to remove

the polishing compounds and dried between filter paper. The polished copper strip shall be placed

in the glass tube and 100 cc of oil added. The

strip shall be completely immersed. The tube shall be closed with the vented cork and the oil heated in the bath for not less than five hours, maintaining on

the oil sample a temperature between 95° and 1 10° C.

If free sulphur or corrosive sulphur compounds

are present, the copper strip will be discolored. This

discoloration (a dark characteristic film) is not defi- nite proof of the presence of free sulphur or corrosive sulphur compounds. It shall be tested as follows: Remove the oil from the copper strip by rinsing

with petroleum ether. After the ether has evaporated, completely dissolve the discoloring film with

a few drops of fuming nitric acid, catching the solu- tion in a 50-cc beaker. In this manner a minimum

of copper is removed. Wash the strip with a minimum of distilled water, catching the washings in the beaker. To the combined solution, add about 5

cc of concentrated hydrochloric acid. Boil the solu- tion to drive off free nitric acid. If necessary, dilute with a small amount of distilled water, and then to the boiling solution add 5 cc of the 10 per cent solu- tion of barium chloride. A white precipitate proves

the presence of sulphur. Minute traces of sulphur

are not precipitated immediately. If no precipitate

forms in six hours, the temperature of the solution having been maintained at about 95° C, free sulphur

or corrosive-sulphur compounds shall be considered

absent. Note.—All reagents shall be sulphur free. A blank should be run

with each batch of determinations, following the above procedure, but using water in equal volume instead of oil. With necessary pre- cautions the volume of solution for proving the presence or absence

of sulphur should not exceed 10 to 20 cc throughout the manipulation. DIELECTRIC STRENGTH

17. (a) The apparatus shall be as described in section 14 of the Standard Methods of Testing

Molded Insulating Materials (serial designation

D48-27) of the American Society for Testing Materials. The test cup for holding the sample of oil shall be made of a material having a suitable dielectric strength. It must be insoluble in and unattacked by mineral oil and gasoline and nonabsorbent as far as moisture, mineral oil, and gasoline are concerned. The electrodes in the test cup between

which the sample is tested shall be circular disks of

polished brass or copper, 1 inch in diameter and having square edges. The electrodes shall be mounted

in the test cup having their axes horizontal and coincident, with a gap of 0.1 inch between their adjacent faces, and with top of electrodes about 33 mm

inches) below the top of the cup.

18. (a) The electrodes and the test cup shall be

wiped clean with dry, calendared tissue paper or

with a clean dry chamois skin and thoroughly rinsed with oil-free, dry gasoline until they are entirely free from fibers.

(6) The spacing of electrodes shall be checked

with a standard round gage having a diameter of 0.100 inch and the electrodes then locked in position. Care shall be taken not to touch the elec- trodes with the gage or in any other manner after cleaning the electrodes and cup, so as to avoid any

possible contamination,

116
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 505.0

(c) The test cup shall be filled with dry gasoline,

and voltage applied with uniform increase at the rate

of approximately 3 kv (rms.) per second until break- down occurs. If the dielectric strength is not less than 25 kv the cup shall be considered in suitable condition for testing the oil. If a lower test value

is obtained the cup shall be cleaned with gasoline

and the test repeated.

Note.—Evaporation of gasoline from the electrodes may chill them

sufficiently to cause moisture to condense on their surface. For this reason, after the final rinsing with gasoline, the test cup should be immediately filled with the oil which is being tested, and the test proceeded with at once, or the electrodes should be thoroughly dried.

(d) The temperature of the oil w hen tested shall be between 20° and 30° C. (68° and 86° F.). Testing at lower temperatures is likely to give variable

results which may be misleading.

(e) The sample in the container shall be shaken

so as to thoroughly mix the oil before filling the test cup. This is even more important with used than

with new oil as the impurities may settle to the bot- tom and the test may be misleading.

(J) The cup shall be filled with oil to a height of not less than 20 mm (0.787 inch) above the top of the electrodes.

(g) The oil shall be gently agitated by rocking the cup and then the oil shall be allowed to stand in the cup for three minutes before the first and one minute

before each succeeding puncture. This will allow

air bubbles to escape.

(h) Voltage shall be applied and increased uni- formly at a rate of approximately 3 kv (rms.) per second until breakdown occurs as indicated by

a continuous discharge across the gap. (Occasional

momentary discharges which do not result in a permanent car may occur; these should be disre- garded.)

(r) Provision shall be made for opening the circuit as promptly as possible after breakdown has occurred

in order to prevent unnecessary carbonization of the

oil. After each puncture, the testing vessel shall be jarred to loosen particles of carbon adhering to the electrodes and the oil gentty agitated but not with sufficient violence to introduce air bubbles.

(J) Five breakdowns shall be made on each filling after which the vessel shall be emptied and refilled with fresh oil from the original sample. The test

shall be continued until the averaged values of at

least three fillings do not differ from their mean by more than 10 per cent.

(k) The last filling of the cup should drain the

container. If a quart sample be received, allowance

shall be made in withdrawing portions so that just

enough be left for a final filling of the cup with the

drainings from the container.

19. The report shall include the following: (a) The volts (rms. value) at each puncture, the average

voltage for each of the three or more fillings, and the grand average; (b) the report shall be stated as kv 1.0 in disk 0.1-inch gap; and (c) the approximate temperature of the oil at the time of the test. Note.—A precision of about 3 per cent may reasonably be expected

in 15 tests distributed among 3 consistent fillings taken in succession. But if the length of the gap is readjusted and possibilities of contamination exist, the precision may be only 6 or 7 per cent. Differences

as great as 10 or 12 per cent may occur between different laboratories even where the work is carefully done. (See Appendix I to Report

of Committee D-9 of the American Society for Testing Materials in

1921, Proceedings, A. S. T. M., vol. 21, p. 397 (1921).) 505. ASPHALT AND OTHER BITUMINOUS

MATERIALS

505.0 GENERAL ITEMS.

American Society for Testing Materials, standard

method of test for the determination of bitumen,

serial designation D4-27, 1927. Approved by the American Standards Association.

SCOPE

1. Bitumen may usually be expeditiously and

accurately determined by method No. 1, section 5. In the case of certain native asphalts containing

finely divided mineral matter, the mineral residue is not easily retained by the filter, and it is necessary

to resort to method No. 2, section 6, in order to obtain accurate results. Method No. 2 shall not be

used unless the filter clogs unduly or unless the mineral matter passing through the filter exceeds

0.5 per cent. In every case the report shall indicate whether method No. 1 or method No. 2 has been

employed

APPARATUS

2. The apparatus shall consist of the following:

(a) Gooch crucible, approximately 4.4 cm in width at the top, tapering to 3.6 cm at the bottom,

with a depth of 2.5 cm.

(6) Filtering flask.

(c) Rubber stopper.

(d) Filter tube.

(e) Section of rubber tubing to hold the Gooch

crucible on the filter tube.

(/) Asbestos (amphibole) cut in pieces not exceeding 1 cm in length, shredded and shaken up with

water.

(g) Two 150-cc Erlenmeyer flasks.

(h) Bunsen burner,

(z) Drying oven.

(j) Suction pump.

(k) Rubber tubing.

(l) Analytical balance. (m) Desiccator. PREPARATION OF SAMPLE

3. The sample shall be representative and if it contains more than 2 per cent of w

_ ater it shall be

dehydrated by distillation in a copper still in ac- cordance with A. S. T. M. D20-28T (see 505.0,

p. 120), the water-free distillate being returned to the

residue. If the material is hard and brittle, it may

be ground and dried at a temperature below the temperature of volitilization of the material. PROCEDURE

4. The Gooch crucible shall be set in the filter tube inserted in the stopper of the filtering flask. The flask shall be connected with the suction pump.

Before suction shall be applied, the crucible shall be

filled with asbestos suspended in water which shall be allowed to partly settle in the crucible. A light suction shall be applied to draw off the water, leaving a firm mat of asbestos in the crucible. More sus- pended asbestos shall be added and the process repeated until a felt is built up that barely transmits

light. The felt shall then be thoroughly washed

with water, dried in a drying oven, and ignited over a Bunsen burner. The crucible shall then be cooled

in a desiccator and weighed.

(a) METHOD NO. 1

5. An amount of material which shall contain

approximately 1 g of bitumen shall be weighed into a tared Erlenmeyer flask. One hundred cubic centimeters of chemically pure carbon disulphide shall be added to the flask in small portions with continued agitation until all lumps disappear and nothing adheres to the bottom. The flask shall be

corked and set aside for 15 minutes.

The Gooch crucible shall be set up again with the

suction flask and the carbon disulphide solution

carefully decanted through the asbestos felt, with

or without suction, as may be necessary. No sedi- ment shall be allowed to go onto the filter. A small

117
505.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

amount of carbon disulphide shall be used to wash

down the sides of the flask and then the precipitate

shall be brought onto the felt and the flask scrubbed

with a feather if necessary to remove all precipitate.

The contents of the crucible shall be washed with

carbon disulphide until the washings are colorless. Suction shall be applied to the crucible to remove

the carbon disulphide. The crucible shall be dried

in the oven at 100° to 125° C. for 20 minutes, cooled

in the desiccator, and weighed. In case insoluble matter adheres to the flask, the

flask shall be dried and weighed and the increase in weight over the original weight shall be added to the weight of insoluble matter in the crucible. The crucible shall be ignited at a red heat and,

after thorough ignition, cooled and weighed.

The weight of substance taken, minus the total weight of matter insoluble in carbon disulphide, is the total bitumen. The weight of material after ignition is ash.

(b) METHOD NO. 2

6. Material shall be weighed out in the same way

as in (a) method No. 1 (sec. 5) into a tared Erlen- meyer flask and treated with 100 cc of chemically pure carbon disulphide.

The flask shall be loosely corked and shaken at

intervals until all large particles of material have

been broken down. The flask shall be left undis- turbed for 48 hours. The solution shall be decanted

into a similar tared flask, care being taken to disturb

the material under known conditions of loading,

time, and temperature. Where the conditions of test are not specifically mentioned, the load, time,

and temperature are understood to be 100 g, 5

seconds, 25° C. (77° F.), respectively, and the units

of penetration to indicate hundredths of a centi- meter. APPARATUS

2. The container for holding the material to be

tested shall be a flat-bottom, cylindrical dish, 55 mm (23/ia inches) in diameter and 35 mm (1%

inches) deep.54 3. The needle (fig. 60) for this test shall be made

from a cylindrical steel rod approximately 50.8 mm

(2 inches) long, having a diameter of 1.01 to 1.02 mm. This shall be symmetrically tapered at one end to a cone approximately 6.35 mm (% inch) in height and whose angle shall be within the range of 8° 40' and 9° 40'. After tapering, the point shall be "blunted" by grinding off to a truncated cone, the smaller base of which shall be from 0.14 to 0.16 mm in diameter. The finished needle shall be hard- ened and highly polished. Note.—The National Bureau of Standards will measure and certify the accuracy of penetration needles in accordance with the toler- ances given.

4. The water bath shall be maintained at a temperature not varying more than 0.1° C. from 25° C.

(77° F.). The volume of water shall be not less than 10 liters and the sample shall be immersed to

,-1.01 to 1.02 """ 0.14 to 0.16 mm-

}

f I ' —

I 6.34- k to J ^ 6.36 mm A

.

50.8 mm (Zin.) - >|

Figure 60.

Needle for penetration test

as little of the residue as possible. The first flask

shall be treated again with fresh carbon disulphide

as before and left undisturbed for 48 hours. The

solution from the second flask shall then be carefully decanted upon the Gooch crucible without use

of vacuum, and this shall be followed by the solu- tion from the first flask. The filter shall be washed

with fresh carbon disulphide. The residue remaining in each flask shall be shaken again with fresh carbon disulphide and allowed to settle for 24

hours. The solution from both flasks shall then

be decanted through the filter and the residues remaining in the flasks shall be washed again with

carbon disulphide, the solution decanted and the process repeated until the washings are practically

colorless. The temperature shall be maintained

between 20° and 25° C. The crucible and both flasks shall be dried at 100° to 125° C. and weighed. The filtrate containing the bitumen shall be evaporated, the bituminous

residue burned, and the weight of the ash thus obtained added to that of the residue in the two

flasks and the crucible. The sum of these weights

deducted from the weight of substance taken is the weight of bitumen.

American Society for Testing Materials, standard method of test for penetration of bituminous materials, serial designation D5-25, 1925. Approved by the American Standards Association. DEFINITION

1. Penetration is defined as the consistency of a

bituminous material, expressed as the distance that a standard needle vertically penetrates a sample of

a depth of not less than 10 cm (4 inches) and shall be supported on a perforated shelf not less than 5 cm (2 inches) from the bottom of the bath.

5. Any apparatus which will allow the needle to penetrate without appreciable friction, and which is accurately calibrated to yield results in accordance

with the definition of penetration, will be acceptable.

6. The transfer dish for container shall be a small

dish or tray of such capacity as will insure complete

immersion of the container during the test. It shall be provided with some means which will insure a

firm bearing and prevent rocking of the container. PREPARATION OF SAMPLE

7. The sample shall be completely melted at the

lowest possible temperature and stirred thoroughly

until it is homogeneous and free from air bubbles.

It shall then be poured into the sample container

to a depth of not less than 15 mm (% inch). The

sample shall be protected from dust and allowed to

cool in an atmosphere not lower than 18° C. (65° F.) for one hour. It shall then be placed in the water bath along with the transfer dish and allowed to re- main one hour. PROCEDURE

8. (a) In making the test the sample shall be

placed in the transfer dish filled with water from

the water bath of sufficient depth to completely

cover the container. The transfer dish containing

the sample shall then be placed upon the stand of

84 This requirement is fulfilled by the American Can Co.'s Gill style ointment box, deep pattern, 3-ounce capacity.

118
COAL, PETKOLEUM, ASPHALT, AND MINERAL WAX 505.0

the penetration machine. The needle, loaded with

specified weight, shall be adjusted to make contact with the surface of the sample. This may be ac- complished by making contact of the actual needle point with its image reflected by the surface of the sample from a properly placed source of light. Either

the reading of the dial shall then be noted or the needle brought to zero. The needle is then released

for the specified period of time, after which the penetration machine is adjusted to measure the distance penetrated.

At least three tests shall be made at points on

the surface of the sample not less than 1 cm (% inch)

from the side of the container and not less than 1 cm (% inch) apart. After each test the sample and

transfer dish shall be returned to the water bath

and the needle shall be carefully wiped toward its point with a clean, dry cloth to remove all adhering

bitumen. The reported penetration shall be the average of at least three tests whose values shall not

differ more than four points between maximum and

minimum.

(b) When desirable to vary the temperature,

time and weight, and, in order to provide for a

and depth or diameter, at least 5.08 cm (2 inches)

greater than the diameter of the revolving shelf. It shall be well ventilated and shall be fitted with

a window in the upper half of the door, so placed

and of sufficient size to permit the accurate reading

of the thermometer without opening the door. It

shall also be provided with a perforated circular

shelf preferably of approximately 24.8 cm (9.75 inches) in diameter. This shelf shall be placed in the center of the oven and shall be suspended by a

vertical shaft and provided with mechanical means

for rotating it at the rate of five to six revolutions per minute. It shall be provided with recesses equidistant from the central shaft in which the tins containing the samples are to be placed. (A

recommended form of aluminum shelf is shown in

fig. 61.)

3. The thermometer shall conform to the require- ments for thermometer No. 4. (See table of A. S. T. M. thermometers, 500.2, p. 2.)

4. The container in which the sample is to be

tested shall be of tin, cylindrical in shape, and shall have a flat bottom. Its inside dimensions shall be

substantially as follows; Diameter, 55 mm (2.17

4 "Vic

Top View

Figure 61.-Aluminum shelf

uniform method of reporting results when variations

are made, the samples shall be melted and cooled in

air as above directed. They shall then be immersed

in water or brine, as the case may require, for one hour at the temperature desired. The following

combinations are suggested: At 0° C. (32° F.) 200 g weight, 60 seconds. At 46.1° C. (115° F.) 50 g weight, 5 seconds. American Society for Testing Materials, standard

method of test for loss on heating of oil and asphaltic

compounds, serial designation D6-27, 1927.

1. This test covers the determination of the loss in weight (exclusive of water) of oil and asphaltic

compounds when heated as hereinafter prescribed.

The material under examination must, therefore,

first be tested for water, and if water is found to be

present it shall be removed by suitable methods of dehydration before the material is subjected to the

loss on heating test; or another sample obtained

which is free from water. APPARATUS

2. The oven may be either circular or rectangular

in form and may be heated by either gas or electricity. Its interior dimensions shall be as follows: Height, not less than 40.64 cm (16 inches); width

inches); depth, 35 mm (1.38 inches). (A 3-ounce

Gill-style ointment box, deep pattern, fulfills these requirements.)

' PREPARATION OF SAMPLE

5. The sample as received shall be thoroughly

stirred and agitated, warming, if necessary, to

insure a complete mixture before the portion for analysis is removed.

PROCEDURE

6. Weight 50 g of the water-free material to be

tested into a tared container conforming to the requirements of section 4. The oven shall be

brought to a temperature of 163° C. (325° F.), and

the tin box containing the sample placed in one of the recesses of the revolving shelf. The thermometer shall be immersed for the depth of its bulb in a

separate 50-g sample of the material under test, placed in a similar container, and shall be conveniently suspended from the vertical shaft. This

sample shall rest in one of the recesses upon the same shelf and revolve with the sample or samples

under test. The oven shall then be closed and the

shelf rotated five to six revolutions per minute

100925°—30 9 119
505.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

during the entire test. The temperature shall be

maintained at 163° C. (325° F.) for five hours, then

the sample shall be removed from the oven, cooled and weighed, and the loss due to volatilization calculated.

7. During the 5-hour period the temperature shall not vary more than 1° C. All tests showing a

greater variation in temperature shall be rejected.

8. Under ordinary circumstances a number of samples having about the same degree of volatility

may be tested at the same time. Samples varying

greatly in volatility should be tested separately.

Where extreme accuracy is required not more than

one material should be tested at one time and dupli- cate samples of it should be placed simultaneously

in the oven. Such duplicates shall check within the

limits of accuracy given below. Results obtained on

samples showing evidences of foaming during the

test shall be rejected.

ACCURACY

9. Up to 5 per cent loss in weight the results obtained may be considered as correct within 0.5.

Inside ,

| Diam. I fi?mm>\

APPARATUS

1. The apparatus consists of a flask, condenser

tube, shield, receivers, and thermometers as

specified in sections 2 to 6.

2. Flask.—The distillation flask (fig. 62) shall be a side-neck distilling flask, having the following

dimensions

:

Diameter of bulb, outside _ 86 mm±1.5 mm.

Diameter of neck, inside 22mm±1.0mm.

Diameter of tubulature, inside - 10.0mm±0.5mm.

Length of neck 43 mm±1.0 mm.

Distance, top of neck to tubulature 25 mm±1.0 mm.

Length of tubulature... 220mm±5.0mm.

Angle of tubulature.. 73°±1°.

3. Condenser tube.—The condenser tube shall be

a suitable form of tapered glass tubing of the

following dimensions:

Outside diameter of small end 12.5 mm, permissible varia- tion ±1.5 mm.

Outside diameter of large end. 28.5 mm, permissible varia- tion ±3.0 mm.

Length 360.0 mm, permissible varia- tion ±4.0 mm.

Length of tapered part 100.0 mm, permissible varia- tion ±5.0 mm.

Figure 62.Distillation flask Above 5 per cent loss in weight the numerical limit

of error increases 0.01 for every 0.5 per cent increase

in loss by volatilization as follows:

Volatiliza- Numerical True volatili- tion loss correction zation loss

Per cent Per cent 5.0 ±0.50 4. 50-5. 50

5.5 ± .51 4. 91-6. 01 6.0 ± .52 5. 48-6. 52

10.0 ± .60 9. 40-10. 60 15.0 ± .70 14. 30-15. 70 25.0 ± .90 24. 10-25. 90 40.0 ±1.20 38. 80-41.20

Note.—If additional periods of heating are desired, it is recom- mended that they be made in successive increments of five hours

each. When the penetration of the sample after heating is required, melt

the residue in the container at the lowest possible temperature and

thoroughly mix by stirring, taking care to avoid incorporating air bubbles in the mass. Then bring it to the standard temperature and test as prescribed under the directions for A. S. T. M. D5,

page 118. American Society for Testing Materials, standard

definitions of terms relating to materials for roads and pavements, serial designation D8-18, 1918. (See

510., p. 182.) American Society for Testing Materials, tentative method of test for distillation of bituminous

materials suitable for road treatment, serial designation D20-28T.

4. Shield.—A galvanized iron shield, lined with

Vs-inch asbestos, of the form and dimensions shown

in Figure 63, shall be used to protect the flask from

air currents and to prevent radiation. The cover

(top) may be of transit board made in two parts, or it may be of galvanized iron fined with }£-inch asbestos.

5. Receiver.—The distillates will be collected in tared Erlenmeyer flasks having a capacity of 50 to 100 ml.

6. Thermometer.—The thermometer shall conform

to the requirements of thermometer No. 2. (See

table of A. S. T. M. thermometers, 500.2, p. 2.) PREPARATION OF SAMPLE

7. The sample, as received, shall be thoroughly

stirred and agitated, warming, if necessary, to

insure a complete mixture before the portion for analysis is removed.

8. The material may be tested for distillation without dehydration, if water is present not to exceed 2.0 per cent. If water is present in excess

of 2.0 per cent, the bituminous material shall be

dehydrated before distillation in accordance with

the method for dehydration as given in sections 2 to 4 of the Standard Methods of Sampling and Analysis

of Creosote Oil (serial designation D 38-27) of the American Society for Testing Materials. 120
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 505.0

PROCEDURE

9. (a) The flask shall be supported on a tripod

or rings over two sheets of 20-mesh gauze, 150 mm

square, as shown in Figure 64. It shaU be con- nected to the condenser tube by a tight cork joint.

The thermometer shall be inserted through a cork

in the neck with the top of the bulb level with the

lowest point of juncture of the tubulature and neck

of the flask.

(6) The axis of the flask through the neck shall be vertical.

(c) The distance from the bulb of the ther- mometer to the outlet end of the condenser tube

be removed and any oil which has condensed

in the condenser tube shall be drained into the

last fraction.

(6) The residue shall remain in the flask with

the cork and thermometer in position until no

vapors are visible, and it shall then be weighed.

If tests of the residue are required, the flask shall then be inclined so that the residue will flow around

the sides, thus collecting any condensed vapors

that may be on the sides of the flask, after which

the residue shall be poured into a suitable receptacle and covered. If the residue becomes so cool that it can not be poured readily from the flask,

it shall be reheated to a temperature not exceeding

3.2 mm.

tO.Zmm.

Shield. Flanged Open-End Cylinder Made of 22 gage Galvanized

Iron with ±-in. Asbestos Lining Riveted to Metal. Figure 63.—Shield

shall be not more than 600 nor less than 500 mm.

The burner should be protected from draughts by a

suitable shield or chimney. (See fig. 64.) DISTILLATION TEST

10. (a) One hundred grams (100 g ±0.1 g) of the sample shall be weighed into the flask, the apparatus assembled, and heat applied so that the

first drop comes over in from 5 to 15 minutes.

The distillation shall be conducted at the rate of between 50 and 70 drops per minute and the distillate collected in weighed receivers. The condenser tube shall be warmed whenever necessary

to prevent accumulation of solid distillates. The

fraction shall be collected at the points designated

by the specifications. The receivers shall be changed when the thermometer indicates the maximum temperature for each fraction. When

the maximum specified temperature of the test

is indicated by the thermometer, the flame shall

125° C. by holding the bulb of the flask in a suit- able bath and not by the application of flame. For weighing the receivers and fractions, a balance

accurate to at least 0.05 g shall be used.

(c) During the progress of the distillation the thermometer shall remain in its original position.

No correction shall be made for the emergent stem

of the thermometer.

(d) The results of the distillation test shall be

reported in percentages by weight of water-free material. The following fractions are usually reported:

T7p to 170° C.

170° to 235° C.

235° to 270° C.

270° to 300° C. Residue. American Society for Testing Materials, standard

method of test for softening point of bituminous

materials (ring-ball method), serial designation

D36-26, 1926.

1. The softening of bituminous materials generally takes place at no definite moment or temperature.

121
505,0 STANDARDS AND SPECIFICATIONS FOR NONME TALLIC MINERALS

As the temperature rises, they gradually and imperceptibly change from a brittle or exceedingly

thick and slow flowing material to a softer and less viscous liquid. For this reason the determination

of the softening point must be made by a fixed, arbitrary, and closely defined method if the results obtained are to be comparable.

APPARATUS

2. The apparatus shall consist of the following:

(a) A brass ring 15.875 mm (% inch) in inside diameter and 6.35 mm (J4 inch) deep; thickness of

wall, 2.38 mm (%2 inch); permissible variation on

inside diameter and thickness of ring, 0.25 mm

(0.01 inch). This ring shall be attached in a con- venient manner to a No. 13 B. & S. gage brass wire (diameter 1.83 mm=0.072 inch). (See figure 65.)

(6) A steel ball 9.53 mm (% inch) in diameter

weighing between 3.45 and 3.55 g.

(c) A glass vessel, capable of being heated, not

less than 8.5 cm (3.34 inches) in diameter and measuring 10.5 cm (4.13 inches) in depth from the bottom of

Suspend the thermometer so that the bottom of the bulb is level with the bottom of the ring and within

0.635 cm (% inch), but not touching the ring.

Maintain the temperature of the water at 5° C.

(41° F.) for 15 minutes. With suitable forceps,

place the ball in the center of the upper surface of the bitumen in the ring, thus completing the assembly

as in Figure 53.

5. Apply the heat in such a manner that the temperature of the water is raised 5° C. (9° F.) each

minute.

6. The temperature recorded by the thermometer

at the instant the bituminous material touches the bottom of the glass vessel shall be reported as the

softening point. No correction shall be made for emergent stem.

7. The rate of rise of temperature shall be uni- form and shall not be averaged over the period of the test. The maximum permissible variation

for any minute period after the first three shall be

±0.5° C. (0.9° F.). All tests in which the rate of

rise in temperature exceeds these limits shall be

rejected,

< Thermometer

n

ShieldRetort-

..Cork Stopper

&Q :

.J^ Condenser

<~Bunsen Burner

Fiouee 64.

Distillation apparatus assembly

the flare. (A 600-cc beaker, low form, meets this requirement.)

(d) A thermometer which shall conform to the requirements of thermometer No. 7. (See table

of A. S. T. M. thermometers, 500.2, p. 2.) PREPARATION OF SAMPLE

3. The sample shall be melted and stirred thor- oughly, avoiding incorporating air bubbles in the mass, and then poured into the ring so as to leave an

excess on cooling. The ring, while being filled, should rest on a brass plate which has been amalgamated to prevent the bituminous material from

adhering to it. After cooling, the excess material

shall be cut off cleanly with a slightly heated knife.

PROCEDURE

(a) Bituminous Materials Having Softening Points 80° C. (176° F.) or Below

4. Fill the glass vessel to a depth of substantially 8.24 cm (3.25 inches) with freshly boiled, distilled water at 5° C. (41° F.). Suspend the ring containing the sample in the water so that the lower surface

of the filled ring is exactly 2.54 cm (1 inch) above the bottom of the glass vessel and its upper surface is 5.08 cm (2 inches) below the surface of the water. Place the ball in the water, but not on the specimen.

(b) Bituminous Materials Having Softening Points Above 80° C. (176° F.)

8. Use the same method as given under (a) , except

that U. S. P. glycerin shall be used instead of water, and the starting point of the glycerin bath shall be

32° C. (89.6° F.). The bath shall be brought to this temperature and thoroughly agitated, then the apparatus and specimens shall be placed in the bath

which shall be maintained under agitation at the

starting temperature for 15 minutes, after which

the assembly shall be completed by placing the ball on the center of the specimen and the test carried on as in (a). In applying the heat, the ring apparatus shall be placed off the center of the container and the burner placed midway between the center and edge of the beaker away from the specimen.

The thermometer shall conform to the require- ments of thermometer No. 3. (See table of A. S. T. M. thermometers, 500.2, p. 2.) PRECAUTIONS

9. The use of freshly boiled distilled water is essential, as otherwise air bubbles may form on the speci- men and affect the accuracy of the results. Rigid adher- ence to the prescribed rate of heating is absolutely

essential in order to secure accuracy of results. A sheet of paper placed on the bottom of the glass vessel and conveniently weighted will prevent the bituminous material from sticking to the glass ves122
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 505.0

sel, thereby saving considerable time and trouble

in cleaning. ACCURACY

10. The limit of accuracy of the test is ±0.5° C.

(0.9° F.). American Society for Testing Materials, standard method of test for softening point of tar products

(cube in water method), serial designation D61-24,

1924.

(6) An L-shaped right-angled hook made of No.

12 B. & S. gage copper wire (diameter 2.05 mm=

0.0808 inch) the foot of which shall be 2.54 cm (1 inch) long. (See fig. 66.)

(c) A glass vessel, capable of being heated, not

less than 8.5 cm (3.34 inches) in diameter and measuring 10.5 cm. (4.13 inches) in depth from the bot- tom of the flare. (A 600-cc beaker, Griffin low form, meets this requirement.)

No. f3'B$SGage

Brass WireBrsss Ring and Wire.

Assembly Pro P er Position

of Apparatus. of Bal1 - Figure 65.

Apparatus for ring-and-ball method

1. (a) The softening of pitch takes place at no

definite moment or temperature. As the temperature rises, pitch gradually and imperceptibly changes

from a brittle or exceedingly thick and slow-flowing material to a softer and less viscous liquid. For this reason the determination of the softening point must

be made by a fixed, arbitrary, and closely defined method if the results obtained are to be comparable.

(6) The methods herein described are not appli- cable to pitches having a melting point above 77° C.

(170.6° F.).

(c) For the purpose of shortening the time re- quired for testing, hard pitches having a softening

point between 43° and 77° C. (109.4° and 170.6° F.) are cooled at 15.5° C. (60° F.) instead of at 4° C.

(39.2° F.) as prescribed for soft pitches.

APPARATUS

2. The apparatus shall consist of the following:

(a) A mold suitable for forming a 12.7 mm

(}4 inch) cube of pitch. (A recommended type is shown in fig. 66.)

(d) A thermometer which shall conform to the

requirements specified for thermometer No. 7, see

table of A. S. T. M. thermometers, 500.2, p. 2. PREPARATION OF SAMPLE

3. The pitch shall be formed into a 12.7-mm

(J^-inch) cube, truly shaped and with sharp edges,

either by melting and pouring, or softening and

pressing, into a mold. In all cases an excess of pitch shall be used and the surplus material shall be cut off cleanly with a slightly heated knife. The

harder pitches specified can ordinarily be molded

at room temperature, the softer pitches in water at about 4° C. (39.2° F.). If they are melted, they

should first be thoroughly stirred, avoiding incor- porating air bubbles in the mass, and then poured

into the mold so as to leave an excess on cooling.

The mold should rest on a brass plate and the surface of the plate and the interior surfaces of the

mold should be amalgamated to prevent the pitch

from adhering to them.

123
505.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

PROCEDURE

(a) Pitches Having Softening Points Between 43° and 77° C. (109.4° and 170.6° F.)

4. Assemble the apparatus as shown in Figure 66.

Fill the glass vessel to a depth of substantially 9.5 cm (3.75 inches) with freshly boiled, distilled water

at 15.5° C. (60° F.). Place the cube of pitch on the

wire as shown in Figure 66 and suspend it in the

5. Apply the heat in such a manner that the temperature of the water is raised 5° C. (9° F.) each

minute.

6. The temperature recorded by the thermometer

at the instant the pitch touches the bottom of the

glass vessel shall be reported as the softening point.

No correction shall be made for emergent stem.

7. The rate of rise of temperature shall be uni- form and shall not be averaged over the period of

ThermometerWire Hook

K-H

Cube of Pitch

Wire Gauze -.. *

Tin Shield—

Bunsen BurnerS ide

.

Front

Method of Placing Cube

on Wire Hook.

aim EI

\—Brass

W.I. Pitch Mold

(Special

)

Brass : Pins*!

Assembly

Section

hroucjh Brass Mold Figure 66.—Apparatus for cube-in-water method

water so that its lower edge is exactly 2.54 cm

(1 inch) above the bottom of the glass vessel and

its upper edge is 5.08 cm (2 inches) below the surface

of the water. Allow it to remain in the water for 15 minutes before applying heat. Suspend the thermometer so that the bottom of the bulb is level with the bottom edge of the cube of pitch and within 0.635 cm (% inch), but not touching the cube.

the test. The maximum permissible variation for any minute period after the first three shall be ±0.5°

C. (0.9° F.). All tests in which the rate of rise in temperature exceeds these limits shall be rejected.

(b) Pitches Having Softening Points Below 43° C. (109.4° F.)

8. Use the same method as given under (a), except that the water when placed in the glass

124
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 505.0

vessel shall be at a temperature of 4° C. (39.2° F.)

.

The cube shall be allowed to remain 15 minutes in this water before applying the heat. PRECAUTIONS

9. The use of freshly distilled water is essential, as otherwise air bubbles may form on the cube and

retard its sinking. Rigid adherence to the prescribed

rate of heating is absolutely essential in order to secure accuracy of results. A sheet of paper placed on the bottom of the

glass vessel and conveniently weighted will prevent

the pitch from sticking to the glass vessel, thereby

saving considerable time and trouble in cleaning. ACCURACY

10. The limit of accuracy of the test is ±0.5° C.

(0.9° F.). American Society for Testing Materials, standard method of test for specific gravity of road oils, road

tars, asphalt cements, and soft tar pitches, serial designation D70-27, 1927. DEFINITION

1. The specific gravity of road oils, road tars, asphalt cements, and soft tar pitches shall be ex- pressed as the ratio of the weight of a given volume

of the material at 25° C. (77° F.) to that of an equal

volume of water at the same temperature and shall be expressed thus:

Specific gravity 25° C. (77° F.), . APPARATUS

2. The determination of specific gravity shall be

made with a pyknometer or weighing bottle (fig. 67), which shall consist of a straight-walled glass tube approximately 70 mm long and 22 mm in diameter,

carefully ground to receive an accurately fitting solid glass stopper with a hole of 1.5 to 1.7 mm bore

in place of the usual capillary opening. The lower

part of the stopper is made concave in order to allow all air bubbles to escape through the bore. The depth of the cup-shape depression ' shall be

about 4.8 mm at the center. The stoppered tube

should have a capacity of about 24 cc and when

empty should weigh not over 35 g. PROCEDURE

3. Before making a determination, the pyknometer with stopper shall first be calibrated by weighing

it clean and dry upon an analytical balance. This

weight is called a. It shall then be filled with

freshly boiled distilled water at a temperature of 25° C. (77° F.), the stopper firmly inserted, all surplus moisture wiped from the surface with a

clean, dry cloth and again weighed. This weight is called b. 4. When determining the specific gravity of road

oils or road tars which flow readily, the material

shall be brought to a temperature of 25° C. (77° F.) and poured into the pyknometer until it is full, with

care to prevent the inclusion of air bubbles. The

stopper is then firmly inserted and all excess of material forced through the opening is carefully re- moved with a clean, dry cloth. The pyknometer

and contents are than weighed and this weight is called c. The specific gravity of the material shall be calculated from the formula

:

Specific gravity

5. When determining the specific gravity of tar and asphalt products which are too viscous for the method described in section 4, a small amount of the material shall be brought to a fluid condition by

the gentle application of heat, care being exercised

to prevent loss by evaporation. When sufficiently

fluid, enough is poured into the clean, dry pyknometer to about half fill it. Precautions shall be

taken to keep the material from touching the sides

of the tube above the final level and to prevent

the inclusion of air bubbles. The tube should be

slightly warmed before filling. The pyknometer

and contents are then cooled to room temperature

and weighed with the stopper. This weight is called c. The pyknometer is next removed from

the balance, filled with freshly boiled distilled water, and the stopper firmly inserted. It is then completely immersed for not less than 30 minutes in a

beaker of distilled water maintained at 25° C.

(77° F.) after which it is removed, and all surplus water is wiped off with a clean cloth. It is immediately weighed. This weight is called d. The

specific gravity of the material shall be calculated from the formula i—n—

i

Specific gravity-

(6 _g) _ (d _f) ,7TT, S3

Figure 67.—

Pyknometer

or weighing

bottle

6. When making the specific gravity determination it is important

that

(a) Only freshly boiled distilled water shall be used.

(o) When weighing the pyknometer completely filled, the temperature

of its contents shall be within 1° C.

(1.8° F.) of 25° C. (77° F.).

(c) Precautions shall be taken to prevent expansion and overflow of the contents from the heat of the hand when wiping the surface of the pyknometer.

(d) The presence of all air bubbles

shall be eliminated in filling the pyk- nometer and inserting the stopper.

(e) Weighings shall be made quickly after filling the pyknometer and shall be accurate to 1 mg. A

number of trial fillings and catch weights may be

necessary to obtain the desired degree of accuracy.

if) To prevent breakage of the pyknometer when

cleaning it out after a determination has been made

upon a very viscous or semisolid material, it will be

found advisable to warm it in an oven at not over

100° C. until most of the material may be poured

out and then to swab it with a piece of soft cloth or cotton waste. When cool it may be finally rinsed with carbon disulphide, benzol, or other solvent and

wiped clean.

7. The limit of accuracy of the test is ±0.005

specific gravity.

American Society for Testing Materials, standard

method of test for specific gravity of asphalts and

tar pitches sufficiently solid to be handled in fragments, serial designation D71—27, 1927. DEFINITION

1. The specific gravity of asphalts and tar pitches

shall be expressed as the ratio of the weight of a

given volume of the material at 25° C. (77° F.) to that of an equal volume of water at the same temperature and shall be expressed thus:

Specific gravity 25° C, (77° F.), .

125
505.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

APPARATUS

2. The determination of specific gravity shall be

made with an analytical balance equipped with a pan straddle or other stationary support (fig. 68). TEST SPECIMEN

3. The test specimen shall be a cube of the material measuring approximately one-half inch to the

edge. It shall be prepared by melting a small sample of the material by the gentle application of heat, care being exercised to prevent loss by evaporation,

and pouring when sufficiently fluid into a J4-inch brass cubical mold, which has been amalgamated

with mercury and which is placed on an amalgamated brass plate. Precautions should be taken to

5. The limit of accuracy of the test is ±0.005

specific gravity.

American Society for Testing Materials, standard

method of test for water in petroleum products and

other bituminous materials, serial designation

D95-28, 1928. See 502.2, page 38. American Society for Testing Materials, tentative method of test for ductility of bituminous materials,

serial designation D113-26T: 1926.

1. The ductility of an asphalt cement or semisolid bitumen is measured by the distance to which it will elongate before breaking when two ends of a briquet

of the material are pulled apart at a specified rate of speed and at a specified temperature, which for a normal test shall be 5 cm per minute at 25° C.

(77° F.).

Figtjbe 68.

Analytical balance equipped with pan straddle

prevent the inclusion of air bubbles. The hot material should slightly more than fill the mold and

when cool the excess may be cut off with a hot

spatula. The specimen shall be removed from the mold when cooled to room temperature.

PitOCEBUEE

4. The balance shall first be tared with a piece of

fine waxed silk thread sufficiently long to reach from

the hook on one of the pan supports to the straddle or rest. The test specimen shall then be attached

to the thread, so as to be suspended about 1 inch above the straddle from the hook on the pan support, and weighed. This weight is called a and shall be accurate to 0.1 mg. The specimen, still sus- pended by the thread, shall then be weighed completely immersed in freshly-boiled distilled water at 25° C. (77° F.) ±1° C. (1.8° F.), adhering air bubbles being first removed with a fine wire. This

weight is called b and shall also be accurate to 0.1 mg.

The specific gravity of the material shall be cal- culated from the formula:

Specific gravity—

APPARATUS

2. The mold shall be as shown in Figure 69. It

shall be made of brass, the ends, b and b' , being

known as clips, and the parts, a and a', as sides of the mold. The dimensions of the mold shall be as

follows: cm

Total length (internal) 7.45-7.55 Distance between clips 2. 97-3. 06 Width of clips at mouth 1.98-2.02 Width of briquet at minimum cross section (halfway between clips) -- . 99-1. 01 Thickness of briquet throughout . 99-1. 01

3. The water bath shall be maintained at a temperature not varying more than 0.1° C. from 25° C.

(77° F.) . The volume of water shall be not less than

10 liters and the sample shall be immersed to a

depth of not less than 10 cm and shall be supported on a perforated shelf not less than 5 cm from the bottom of the bath.

4. Any apparatus may be used for pulling the

briquet of bitumen apart that is so constructed that the briquet will be continuously immersed in water and the two clips pulled apart at a uniform rate of speed of 5 cm per minute.

126
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 505.0

PROCEDURE

5. The asphalt cement or bituminous material to be tested shall be completely melted at such a temperature that it will be thoroughly fluid—with ordi- nary paving asphalt cement this is about 160° C.

(320° F.)- It shall then be strained through a 50-mesh sieve and, after a thorough stirring, poured

into the mold. The mold shall be assembled on a

brass plate and so as to prevent the material under

test from sticking, the surface of the plate and the

interior surfaces of the side pieces a a' of the mold

shall be thoroughly amalgamated. In filling the mold care shall be taken not to disarrange the parts

and thus distort the briquet. In filling, the material

shall be poured in a thin stream back and forth from

end to end of the mold until it is more than level

full. It shall be left to cool to room temperature

and then placed in water maintained at 25° C.

(77° F.) for 30 minutes, after which the excess of bitumen shall be cut off by means of a hot putty

knife or spatula so that the mold shall be just level

full.

6. The brass plate and mold, with briquet, shall then be placed in the water bath and keot at a temperature of 25° C. (77° F.) for at least one and

one-half hours, when the briquet shall be removed

from the plate and the side pieces detached.

Mini- Nor- Maxi- mum mal mum

Weight of float g- 37. 70 37. 90 38.10 Total height of float mm.. 310 35.0 36.0 Height of rim above lower side of shoul- der ... ... mm.. 26.5 27.0 27.5 Thickness of shoulder mm 1,3 1.4 1.5 Diameter of opening mm.. 11.0 11.1 11.2

2. The collar (fig. 70) shall be made of brass and

shall be in accordance with the following require- ments:

Mini- Nor- Maxi- mum mal mum

Weight of collar 9.60 9.80 10.00

Over-all height of collar mm . 22.3 22. 5 22.7 Inside diameter at bottom . - .mm.. 12.72 12. 82 12.92 Inside diameter at top mm. 9.65 9. 70 9.75

The top of the collar shall screw up tightly against

the lower side of the shoulder.

3. The assembled float and collar, with the collar

filled flush with the bottom and weighted to a total

Figure 69.Ductility mold

7. The rings at each end of the clip shall then be

attached to the pins or hooks in the ductility machine and the two clips pulled apart at a uniform

rate of 5 cm per minute (±5 per cent) until the

briquet ruptures. The distance through which the

clips have been pulled to produce rupture shall then

be measured in centimeters. While the test is being

made, the water in the tank of the ductility machine

shall cover the sample by at least 2.5 cm and shall be kept continuously at a temperature within 0.5° C.

of 25° C. (77° F.). A normal test is one in which the material between

the two clips pulls out to a point or thread until rupture occurs at the point where the thread has practically no cross sectional area. The average of three normal tests shall be taken and reported as the

ductility of the sample.

If a normal test is not obtainable on three successive tests, the ductility should be reported as being

unobtainable under the conditions of the test. American Society for Testing Materials, standard method of float test for bituminous materials, serial designation D139-27, 1927. Approved by the American Standards Association. APPARATUS

1. The float (fig. 70) shall be made of aluminum or aluminum alloy and shall be in accordance with the

following requirements;

weight of 53.2 g, shall float upon water with the rim

8.5±1.5 mm above the surface of the water. Di- mensions of the apparatus additional to those re- quired above are given in Figure 70.

4. The thermometer shall conform to the require- ments of thermometer No. 7. (See A. S. T. M.

table of thermometers, 500.2, p. 2.)

5. The diameter of the bath and the depth of water shall be at least 185 mm.

PREPARATION OF SAMPLE

6. The brass collar shall be placed with the smaUer end on a brass plate which has been previously amalgamated with mercury by first rubbing it with a dilute solution of mercuric chloride or nitrate and then with mercury. The sample shall be completely melted at the lowest possible temperature that will bring it to a

sufficiently fluid condition for pouring, excepting

creosote oil residues, which shall be mixed and

poured at a temperature of 100° to 125° C. It shall be stirred thoroughly until it is homogeneous and

free from air bubbles. The sample shall then be

poured into the collar in any convenient manner

until slightly more than level with the top. Asphalt and asphalt products.—Asphalt and

asphalt products shall be cooled to room temperature, placed in water maintained at 5° C. for five minutes, after which the surplus material shall be

127
505.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

removed by means of a spatula, or steel knife, which has been slightly heated. The collar and

plate shall then be placed in a tin cup containing ice water maintained at 5° C. ±1° C, and left in this bath for at least 15 minutes. Tar products.—Tar products shall be immediately

immersed in ice water maintained at 5° C. for five minutes, after which the surplus material shall be removed by means of a spatula or steel knife, which

has been slightly heated. The collar and plate shall then be placed in a tin cup containing ice water

for one minute. Any water shall then be removed

from the inside of the float and the latter immediately floated in the warm bath. As the plug of material becomes warm and fluid it is forced upward

and out of the collar until the water gains entrance

into the saucer and causes it to sink.

(c) The time in seconds between placing the apparatus on the water and when the water breaks through the material shall be determined by means

of a stop watch, and shall be taken as a measure of the consistency of the material under examination.

Tapered

to make

Weight

Thermometer*

Vl9.0t0s\ \ mm. ] Float. ! (Aluminum)

9.70

±0.05 140+0.10

Tapered

to make

Weight-'

0.10 mm:

\fStandard

Thread

Collar.

( Brass)

Weight of Float, 37.90 ± 0.20g. Weight of Collar, 9. 80 ± 0. 20g.

Assembly.

Figube 70.Float test apparatus

maintained at 5° C. ±1° C, and left in this bath

for at least 15 minutes.

PROCEDURE

7. (a) The bath shall be filled with water and the water heated to the temperature at which the test

is to be made. This temperature shall be accurately

maintained and shall at no time throughout the test be allowed to vary more than 0.5° C. from the temperature specified.

(6) After the material to be tested has been kept

in the ice water for not less than 15 minutes nor more than 30 minutes, the collar with its contents

shall be removed from the plate and screwed into the aluminum float and immersed in water at 5° C.

Note.—Special precaution should be taken to insure the collar

fitting tightly into the float and to see that there is no seepage of water between the collar and float during the test. American Society for Testing Materials, standard

methods of sampling bituminous materials, serial designation D140-25, 1925.

1. Samples may be taken for either of two

purposes:

(a) To represent as nearly as possible an average

of the bulk of the material sampled.

(6) To ascertain the maximum variation in characteristics which the material may possess. In

either case they shall be obtained by methods

hereinafter described.

2. (a) Care shall be taken that the samples are not contaminated with dirt or any other extraneous

128
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 505.0

matter and that the sample containers are perfectly clean and dry before filling.

(6) Immediately after filling, the sample containers shall be tightly closed and properly marked

for identification on the container itself or on a linen tag attached to the container.

3. (a) Whenever practical, bituminous materials

shall be sampled at the point of manufacture, and

at such time as to allow the tests, controlling accept- ance or rejection, to be made in advance of shipment.

(b) When impracticable to take samples at the

point of manufacture, they should be taken from

the shipment immediately upon delivery.

4. For routine laboratory examination of acceptability of a given lot not less than 1 quart of material should be submitted, which should be representative

of the average sample collected as hereinafter

described.

5. Containers for liquid bituminous materials

shall be small-mouth cans with cork-lined screw

.caps. Containers for semisolid and solid materials

shall be friction-top cans. SAMPLING AT PLACE OF MANUFACTURE

6. The inlet and outlet to the storage tank shall be sealed and a 1-gallon sample drawn from the top, middle, and bottom contents. The sample may be

taken from drain cocks on the side of the tank, if such are available. Enough material should be dis- carded to insure a representative sample. Otherwise, samples may be taken by lowering weighted

bottles or cans into the material. The bottle or can should be fitted with a stopper which can be removed by a string or wire attached to it after it has been lowered to the proper depth. The three samples from bulk storage shall be tested separately

for consistency in order to detect stratification. They may then be combined and thoroughly mixed

for other tests that may be required.

7. Where tank cars, distributors, or barrels are being filled, samples may conveniently be taken from

the pipe line through which the material is flowing, as hereinafter described.

(a) WHEN MATERIAL IS PUMPED UNDER PRESSURE

8. The sampling pipe shall be inserted into a

rising section of the pipe line on the discharge side of the pump. The sampling pipe shall be not more

then one-eighth the diameter of the line pipe and its opening should be turned at an angle of 90° facing the flow of the liquid. This pipe shall be provided

with a plug cock and shall discharge into a receiving

drum of 50-gallon capacity. The plug cock shall be

so adjusted that there is a steady continuous flow

of bituminous material through it and shall be so regulated that the receiver will fill in the same time

that is required to make the entire pumping. In the

case of semisolid materials, the receiver shall be

provided with a steam coil which shall keep the contents at a temperature just above the liquefying

point. At completion of the pumping, the receiver

shall be thoroughly agitated, and a 1-quart sample

taken therefrom. The sampling shall be so regulated that for each 1,000 gallons of material pumped,

at least 1 gallon of sample is taken; but 40 gallons

shall be the limit required for any one cargo. Care should be taken that the drip cock, after once having been set, allows a constant flow during

the pumping.

This method is also applicable to gravity flows where the pipe line is completely filled by the out- flowing liquid and has a rising section.

(b) WHEN MATERIALS FLOW BY GRAVITY

9. Materials flowing by gravity through pipes

which are not completely filled may be sampled by

taking dipperfuls at the outlet at frequent and

regular intervals. These samples shall be combined,

and the total sample shall be not less than 0.1 per

cent of the whole material. The samples shall be

collected in a receiver and resampled as described in section 8. SAMPLING AT POINT OF DELIVERY

10. Samples may be taken by means of a weighted

bottle or can as described in section 6, or from the unloading pipe line as described in section 7. Liquid bituminous materials shall be sampled

before heating. Semisolid or solid bituminous

materials shall be rendered fluid by heating. Sampling should be so conducted as to eliminate the

possibility of adventitious water resulting from

leaky steam heating coils, rain, or snow.

11. Samples may be taken from distributors by means of a weighted bottle or can, as described in section 6. One sample shall be sufficient. 12. (a) Semisolid or solid materials.—Where the

lot of material to be sampled is obviously from a

single run or batch of the producer, one package or cake shall be selected at random and sampled as described in the following paragraph. Where the

lot of material to be sampled is not obviously from

a single run or batch of the producer, or where the

single sample selected as described above fails on

test to conform to the requirements of the specifications, a number of packages or cakes shall be selected at random equivalent to the cube root of the total number of packages or cakes in the lot. For

convenience the following table is given, showing the number of samples to be selected for shipments of various sizes:

Packages or cakes in shipment

2 to 8

9 to 27.... 28 to 64.. 65 to 125. 126 to 216

Packages

or cakes

selected

Packages or cakes in shipment

217to 343_._. 344 to 512...- 513 to 729.... 730 to 1,000..

1,001 to 1,331

Packages

or cakes

selected

7

8

9

10

11

Samples shall be taken from at least 3 inches below the surface and at least 3 inches from the side

of the container or cake or from the center of a

cake. A clean hatchet may be used if the material

is hard enough to shatter and a broad, stiff putty

knife if the material is soft. An auger, or brace and %-inch bit, or other suitable means may also be used. When more than one package or cake in a

lot is sampled, each individual sample shafl be not

less than one-fourth pound in weight. When the

lot of material is obviously from a single run or batch of the producer, all samples from the lot shall be melted and thoroughly mixed, and an

average sample taken from the combined material

for examination. In case more than a single run or batch of the producer is present and the batches can be clearly differentiated, a composite sample

shall be prepared for examination from each batch. Where it is not possible to differentiate between the

various batches each sample shall be examined

separately.

(b) Liquid materials.—Samples of liquid bitu- minous materials from barrels or drums shall be

secured by taking 1 quart of material from packages

selected at random according to the cube-root method described in paragraph (a). When the lot of material is obviously from a single run or batch

of the producer the samples shall be combined and

thoroughly mixed and an average sample taken from

the combined material. In case more than one

129
505.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

run or batch is present and can be clearly differ- entiated, a composite sample shall be prepared

from each batch. Where it is impossible to differ- entiate between the various batches or runs, each

sample shall be examined separately.

13. Solid bituminous materials in crushed frag- ments or powder, such as gilsonite, grahamite, etc., shall be sampled in accordance with A. S. T. M.

D21. (See 501.0, p. 4.) American Society for Testing Materials, standard methods of testing felted and woven fabrics satu- rated with bituminous substances for use in waterproofing and roofing, serial designation D146-27,

1927.

1. These methods cover the examination of

felted or woven fabrics saturated (but not coated)

with asphalt or coal-tar products, for use in the "membrane" system of waterproofing.

SAMPLING

2. From each shipment or portion thereof repre- senting a product of the same kind, class, and weight a number of rolls shall be selected at random,

equivalent to one-half the cube root of the total number of rolls in the lot, except that in lots of 1,000 or less, 5 rolls shall be taken. If the cube

root, as calculated, proves to be a fractional number,

it shall be expressed as the next higher whole number. For convenience, the following table is given,

showing the number of samples to be selected for shipments of various sizes:

Packages in ship- ment

Up to 1,000..

1,001 to 1,728

1,729 to 2,744

2,745 to 4,096 4,097 to 5,832

Number of packages

selected

Packages in ship- ment

5,833 to 8,000__. 8,001 to 10,648.. 10,649 to 13,842. 13,843 to 17,576. 17,577 to 21,952

Number of packages

selected

EXAMINATION OF FINISHED FABRIC

3. The width of each roll taken shall be measured

to the nearest one thirty-second inch. The mini- mum and maximum width so obtained shall be

reported.

4. Each roll taken shall be weighed intact to the

nearest one-fourth pound and the minimum and

maximum gross weight shall be reported.

5. Each roll sampled shall be stripped. All the wrappers and packing material shall be weighed

together to the nearest one-fourth pound and the average maximum weight thereof per roll shall be

reported.

6. Each roll shall be unwound, observing the workmanship and finish while so doing. The length

and width of each roll shall thereupon be measured

to the nearest one-fourth inch and the square feet of material contained in each roll calculated.

7. The rolls shall be rewound, fastened with

pieces of light string, and then each roll shall be

weighed to the nearest one-fourth pound. In the

case of felted fabrics, calculate the weight of each

roll in pounds per 100 square feet and report the maximum and minimum, likewise recording the average for the rolls sampled, which shall be regarded

as the corresponding weights of the entire shipment. In the case of woven fabrics, calculate the weight of each roll in ounces per square yard, and report the minimum, likewise recording the average for the

rolls sampled, which shall be regarded as the corre- sponding weights of the entire shipment.

8. From the rolls examined select the one whose

weight per unit area is nearest the average weight

per unit area of the lot. The roll so selected shall be laid fiat, the first convolution or two carefully

unwound, and with a knife and straightedge the

sheet shall be cleanly cut across at right angles to the edges. A section measuring 30 inches in the

direction of the roll's length shall be removed. If the material is surfaced with sand or other fine material any detached particles belonging to each 30-inch

section shall be retained. The width of each section

shall be measured to the nearest one thirty-second

inch. Each section, together with any detached

surfacing, shall be weighed to the nearest gram. The weight in pounds per 100 square feet or the weight in ounces per square yard shall be calculated from the formulas:

Pounds per 100 square ieet^l^X^^ !^

^011 ?" width of 30-mch section m inches ^T*

Ounces per square yard=1.5238X

weight of 30-inch section in grams

width of 30-inch section in inches This must check within 1 per cent of the average

weight per unit area of shipment (sec. 7). If the sample fails to do this, then additional samples shall be cut from the same roll, until one is obtained

which does, which sample shall be kept for further examination.

Note.—As a referee method or in case any dispute arises regarding the properties as may be ascertained from the particular sample

selected, a 30-inch sample shall be taken and examined separately from each roll sampled in section 2.

9. If the material is surfaced with sand or other

finely comminuted material, the surfacing shall be

swept with a moderately stiff brush from all the

30-inch sections taken. All the material thus removed shall be caught and weighed to the nearest ounce. From the aggregate areas of all the sections taken the average weight of detached comminuted

surfacing shall be calculated in pounds per 100 square feet. 10. The thickness of each specimen shall be measured at 10 equally spaced points, 1 inch from a cut

edge, with a micrometer gate having flat-bearing surfaces at both contact points of not less than onehalf inch in diameter and preferably of the spring- and-dial type. The readings for each roll sampled

shall be averaged and the minimum, maximum, and

average thickness calculated to the nearest 0.001

inch.

11. From each specimen, 2-inch strips shall be

cut as shown at A-l and A-2 in Figure 71. The

2-inch strips shall be cut into 1-inch squares. About

50 g, selected at random, shall be accurately weighed

and distilled with 100 cc of a coal-tar distillate of which 5 to 10 per cent boils below 100° C. (212° F.) and of which at least 90 per cent distills up to 180° C.

(356° F.) in an apparatus of the form and under the

conditions prescribed in A. S. T. M. E>95. (See

502.2, p. 38.) The flask containing the solvent and

sample shall be heated in a paraffin bath at a temperature of 302° to 338° F. (150° to 170° C.) until no further water passes over. The distillate shall be allowed to stand in the graduated receiver until the water separates, Whereupon the volume of water

shall be measured and its weight calculated. From

this the average percentage of moisture in the fabric, as received, shall be calculated.

12. (a) Felted fabrics.-—With a photographic

trimmer having a stop attached exactly 1 inch be- hind the blade, 10 strips shall be cut with the fiber grain, as shown at B-l to B-10 (fig. 71) and 10

strips across the fiber grain, as shown at C—l to C—10. Each strip should measure 6 inches and have

parallel sides 1 inch apart (within one-thirty-secondinch) with the edges cut straight and clean. Both

sets of strips shall be tested at 70° F. (21.1° C),

using a tension-testing machine, such as the Scott strength tester (type F, 100-pound capacity), the

Perkins strip tester, or equal, in which the clamps

130
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 505.0

are attached to swivels free to move in any direction. The test strips shall be gripped 1>< inches on each

end, leaving approximately 3 inches between the clamps. The tension shall be increased by causing

the lower clamp of the machine to travel at a uniform

speed of 12 inches per minute. If any strip breaks

nearer than one-half inch to either clamp, the read- ing shall be disregarded, and an additional strip

shall be tested in its place. The 10 readings, with

and across the grain, respectively, shall be averaged

for each roll sampled. From these results the aver- age strength with and across the fiber grain, respectively, of the fabric as supplied, shall be calculated.

(6) Woven fabrics.—Woven fabrics shall be tested

at 70° F. (21.1° C.) in accordance with the grab

test as described in section 12 (6) of the Standard

(6) Cracks on the 10-mm mandrel.

(7) Cracks on the 5-mm mandrel.

(8) Cracks when bent through 180° over a H6-inch

(1.588-mm) mandrel.

(9) May be bent through 180° over a K6-inch (1.588-mm) mandrel in one direction without cracking, but will crack when bent through 360° in the

opposite direction.

(10) May be bent through 180° over a >{ 6-inch (1.588-mm) mandrel in one direction and then

through 360° over a Me-inch (1.588-mm) mandrel in the opposite direction without cracking.

The readings for each roll shall be averaged

separately, and from these results the minimum,

maximum, and average pliability of the felt shall be

calculated.

Figure 71.

Cutting of samples from fabric

Methods of Testing Woven Textile Fabrics (serial designation D39) of the American Society for Testing

Materials.

Note.—As a referee method, or in case any dispute arises regarding the strength, the test shall be repeated, with the exception that the

fabric before testing shall be exposed at least two hours in an atmos- phere of 65 percent relative humidity at 70° F. (21.1° C).

13. With the trimmer described in section 12 (a), five 6-inch strips shall be cut with the fiber grain, as shown at D-l to D-5 (fig. 71) and immersed in water at 77° F. (25° C.) for from 10 to 15 minutes.

These strips shall be bent through 180° at a uniform

speed, in exactly two seconds, around a mandrel

25 mm in diameter; the second, around a mandrel

20 mm in diameter; the third, around a mandrel

15 mm in diameter; the fourth, around a mandrel

10 mm in diameter; and the fifth, around a mandrel

5 mm in diameter. The test mav also be made at 32° F. (0° C). The pliability shall be expressed

numerically from 1 to 10 as follows:

(1) Cracks entirely through the sheet on the 25- mm mandrel.

(2) Cracks part way through the sheet on the 25-mm mandrel.

(3) Cracks on the 25-mm mandrel.

(4) Cracks on the 20-mm mandrel.

(5) Cracks on the 15-mm mandrel.

14. (a) A section 18 inches square (as shown at E, fig. 71) shall be cut from each specimen, weighed,

and completely immersed in distilled water at 77° F.

(25° C.) for 24 hours. The specimen shall then be

removed and dried superficially by pressing lightly

between two towels. As the moisture enters through

the edges of the sheet more rapidly than through

the surfaces, each specimen shall be tri mmer) to exactly 12 inches square, representing four-ninths

of the original area, and reweighed rapidly. The

increase in weight shall be calculated on the basis

of the original test specimen by multiplying by 2}i.

The percentage increase in weight represents the water absorption. The minimum, maximum, and

average for the shipment shall be calculated.

(b) Five strips shall be cut with the fiber grain as shown at F-l to F-5 (fig. 71); five other strips shall be cut across the fiber grain as shown at G—l to G—5 (fig. 71) and the strength shall be redetermined

as in section 12. The decrease in strength in per- centage shall be calculated after the specimen has

been subjected to water.

15. (a) Asphalt-saturated products only.—From

each specimen, 12 by 6 inch strips shall be cut at K-l and K-2 in Figure 71, care being taken not to disturb any of the detached surfacing. Each strip shall be weighed and suspended in the center of an

131
505.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

air oven maintained at 221° F. (105° C.) ±5° F.

(3° C.) with a thin wire fastened through holes punctured near one edge. The thermometer shall be inserted in the oven to such a depth that its bulb will be in line with the center of the specimens.

The strips shall be kept in the oven for exactly

five hours, then cooled and removed carefully, and

each specimen weighed. The average loss shall be

calculated as a percentage and the average percent- age of moisture (ascertained in sec. 11) deducted. The final figure shall represent the average loss on

heating, exclusive of moisture.

(b) Coal-tar-saturated felt only.—From the rolls making up the sample, strips 6 inches wide shall be

cut across the sheet. Sufficient of these shall be taken to make up a sample of 250 g ± 5.0 g. These

strips then shall be rolled up and placed in the wire basket of the extraction apparatus described in A. S. T. M. D147 (see 505.0, p. 133), or other extrac- tion apparatus of suitable construction. The sample

shall then be covered with a disk of soft filter paper

to insure an even distribution of the solvent. The

extraction shall be carried out as described in methods D147.

The CS2 extract containing the bitumen shall be

transferred to a 500-cc, short-neck, round-bottom

flask. The flask shall be equipped with a Hempel

column, 16 cm in length, 15 mm in inside diameter,

and filled to a depth of 5 cm with glass beads. The

Hempel column shall be connected with a watercooled condenser. A — 2 to +80° C. thermometer

as described in A. S. T. M. D139 (see 505.0, p. 127),

shall be placed in the Hempel column so that the top of the bulb shall be opposite the bottom of the

tubulure. Distillation for the removal of CS2 shall be continued by means of a steam bath until drops

cease to fall from the condenser. The distillation then shall be carried out over a small flame, heating

carefully and observing the thermometer until the

distillation ceases and the temperature of the vapor

as indicated by the thermometer shows no further

rise on slightly increasing the flame. When the contents of the flask is sufficiently cool to be poured without appreciable vaporizing, 100 g±0.1 g shall be distilled in accordance with

the Tentative Method of Test for Distillation of Creosote Oil (serial designation D246-27T) of the American Society for Testing Materials. Fractions shall be taken at 210° and 235° C. and

the distillation stopped at that point. The per cent

of distillate by weight at each temperature shall be calculated on the basis of the weight of sample

taken for distillation. DESATURATING THE FABRIC

16. From each roll sampled, a 2-inch strip

(within one-thirty-second inch) shall be cut across the specimen as shown at H (fig. 71). Each strip shall be extracted with carbon disulphide 55 in an

extractor described in section 4 of A. S. T. M. D147

(see 505.0, p. 133), the extraction being continued

for several hours after the drippings have become

colorless. The desaturated fabric shall be removed

and heated in a ventilated oven at 225° F. (107.1° C),

cooled in a desiccator, any adhering comminuted

surfacing being brushed off and retained, and

weighed as rapidly as possible. The heating shall be repeated until the weight of the fabric remains

constant as determined by two consecutive weighings taken not less than 10 minutes apart which

shall show a further loss of not more than 0.1 per

cent. This will give the weight of the fabric in the moisture-free state. Where a coal-tar pitch saturant has been used, the moisture-free weight

85 In this test, chloroform may be used as an equivalent solvent.

of the desaturated fabric shall be corrected for the carbonaceous matter retained mechanically in its interstices, by means of the method described in section 17.

17. The following colorimetric method shall be

used to ascertain the carbonaceous matter derived from a coal-tar pitch saturant and retained by the desaturated fabric:

(a) About 15 g of an unsaturated fabric of the same general character as the one under examination, shall be macerated by boiling in water, disin- tegrating with a rotary egg beater and picking the

fibers apart with needles. The fibers shall be filtered through fine cloth and dried at a temperature of 225°

F. (107.1° C.) to constant weight. One gram of the

fibers shall be accurately weighed into a flask and

diluted to exactly 100 cc with distilled water at room

temperature. About 50 g of glass beads shall be

added and the contents of the flask shaken vigorously until the fibers are reduced to a homogeneous

pulp in uniform suspension.

(6) A distilled coal tar, having approximately 10

to 25 per cent of insoluble carbonaceous matter,

shall be procured and the carbonaceous matter ex- tracted with benzol until it is free from soluble matter; then dried at a temperature of 225° F. (107.1° C.) to constant weight. One gram of the

purified carbonaceous matter shall be accurately

weighed and diluted to exactly 100 cc at room temperature with a starch solution of a consistency

sufficient to carry the carbonaceous matter into temporary suspension. (A 12.5 per cent solution is recommended.)

(c) The liquid carrying the fibers, obtained as described in paragraph (a) , shall be titrated with the suspension of carbonaceous matter, obtained as described in paragraph (5), and from time to time a

field prepared from a drop of the well-agitated mixture shall be examined under a microscope at 100

diameters magnification until the color exactly

matches a field prepared from the desaturated fabric under examination (obtained as described in sec. 16), when both are viewed side by side under parallel conditions. The end point is fairly sharply defined. The burette reading gives directly the percentage of carbonaceous matter adhering to the moisture-free

fabric under examination.

(d) The weight of moisture-free fabric ascertained

in section 16 shall be corrected by deducting the weight of adhering carbonaceous matter.

18. The total comminuted surfacing plus any

filler present in the bituminous saturant represents

the sum of the detached comminuted surfacing (sec.

9), the amount brushed off from the surface of the desaturated fabric (sec. 16), plus the amount re- covered upon evaporating and igniting the bitumi- nous extract obtained in accordance with section 16.

19. The weight of bituminous saturant represents the difference between the weight of the original fabric (sec. 7) and the sum of the weights of the

moisture-free desaturated fabric (sees. 16 and 17), plus moisture (sec. 11), plus the total comminuted

surfacing and filler present (sec. 18). EXAMINATION OF THE EXTRACTED FABRIC

(A) WOVEN FABRICS

20. Woven fabrics shall be tested for weight and

number of threads per inch in accordance with sec- tions 7 to 9, inclusive, of the Standard Methods of Testing Woven Textile Fabrics (serial designation

D39) of the American Society for Testing Materials.

(B) FELTED FABRICS

21. The weight in pounds per 480 square feet of the desaturated felt (corrected for any carbonaceous

132
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 505.0

matter present) for each specimen examined shall be calculated separately from the formulas: "m Ko .._ weight of specimen in grains .Number — Qf gp^jm^Q m S qUare centimeters or

, weight of specimen in grams y,r

i umDer — 2

f specimen m square inches This represents the "number" of the moisturefree felt on the felt makers' scale. The minimum,

maximum, and average "number" of the felt in its moisture-free state shall be calculated. This may

be corrected to the condition in which it actually

existed in the material under examination, by adding

thereto the percentage of moisture as determined in section 11. 22. A representative sample shall be secured by

cutting from each strip of desaturated felt a piece

about one-half inch in diameter as shown at I-l, 1-2,

and 1-3. (Fig. 71.) About 25 g selected at random

from all the specimens sampled in this mariner shall be accurately weighed, and incinerated in a weighed

porcelain or quartz crucible either over an open

flame or in a muffle, until all the carbon is consumed.

A few drops of ammonium carbonate solution shall be added, the sample ignited gently, and weighed.

The percentage of ash shall be calculated on the

basis of the moisture-free felt. Note.—As a referee method, or in case greater accuracy is desired, the three portions taken from each specimen roll shall he weighed and ignited separately. The minimum, maximum, and average of «sh present shall be calculated on the basis of the moisture-free felt. American Society for Testing Materials, standard

methods of testing bituminous mastics, grouts, and

like mixtures, serial designation D147-27, 1927. DEFINITIONS

1. These methods apply to bituminous mastics,

grouts, and like mixtures, which may be classified and defined as follows: Bituminous grout.—A mixture of bituminous

material as a binder and sandy mineral matter as an

aggregate, which when heated to a suitable temperature becomes sufficiently fluid to flow into place

without mechanical manipulation, and which on

cooling congeals to a compact mass.

Asphalt mastic.—(1) A mixture containing asphaltic material as a binder and graded mineral matter as an aggregate, or (2) pulverized native rock asphalt

(to which asphaltic material may have been added);

either of which when heated to a suitable temperature may be poured into place but which requires

trowelling to form it into a compact mass. Asphalt mastic cake.—A mixture containing

asphaltic material as a binder and an aggregate

consisting chiefly of calcareous or siliceous dust cast into the form of blocks or "cakes" and adapted for use in preparing asphalt mastic. PREPARATION OF SAMPLES

2. (a) Bituminous grouts shall be heated in an

oven or on a hot plate in a pan or other suitable container at the lowest possible temperature to prevent overheating and volatilization; and when

sufficiently fluid, shall be thoroughly stirred to insure a uniform sample, whereupon 10 to 30 g shall be

taken for analysis.

(6) Asphalt mastics or mastic cake shall be

warmed on a hot plate or in a hot oven until soft enough to be broken up or stirred so that a representative sample for analysis may be taken. The

amount taken for analysis will depend upon the amount of coarse gravel or stone in the mixture. The larger the gravel or stone, the larger will be the

sample required for accuracy. The size of samples

to be taken shall be as follows: Where all particles pass a No. 10 sieve, 10 to 30 g; where 25 per cent of the aggregate is retained on a No. 10 sieve, 50 g; where 50 per cent of the aggregate is retained on a

No. 10 sieve, 100 g; and where 75 per cent of the aggregate is retained on a No. 10 sieve, 200 g. Note.—Where the properties of the extracted bituminous matter

are to be determined, 500 g shall be taken and extracted with pure

benzol as described in sections 4 and 6 and examined as described in

section 7. APPARATUS

(A) FOE ANALYSIS OF 10 TO 30 g SAMPLES

3. In cases where a 10 to 30 g sample is sufficient, the analysis shall be carried out by means of the

Figure 72.

Large extractor

glass extractor described in section 8 of the Standard

Methods of Testing Rubber Products (serial desig- nation D15) of the American Society for Testing

Materials.

(B) FOE ANALYSIS OF 50 TO 500 g SAMPLES

4. The apparatus for analysis of samples containing coarser aggregate shall be the large extractor shown in Figure 72, consisting of a large brass cylinder, through the bottom of which projects a 16- candlepower incandescent carbon filament bulb to supply heat to the extraction apparatus proper, which is held in the upper portion of the cylinder.

This apparatus is composed of a cylindrical brass

vessel for holding the solvent, a cylindrical wire basket made of 80-mesh wire cloth suspended in the

cylinder, and an inverted conical condenser which

serves as a top.

133
505.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

PROCEDURE

(A) ANALYSIS OF 10 TO 30 g SAMPLES *

5. An ordinary Whatman or S. & S. filter thimble

shall be dried and weighed. The weighed sample

shall be placed in the thimble and 40 to 50 cc of CS2 poured over the sample. The thimble containing the sample shall be suspended under the condenser

by a fine wire bail. The flask shall be cautiously

heated by a steam bath or electric heater just enough

to vaporize the solvent. Cold water is circulated through the condenser. The heat evaporates the carbon disulphide in the flask. This condenses

upon the condenser and drops back upon the sample

through which it filters, thus dissolving out the bitumen which collects in the bottom of the flask. The extraction should be discontinued when the CS2 drops colorless from the filter. The time of extraction will depend upon the nature of the bitumen and mineral aggregate in the sample and

upon the degree of heat applied, the coldness of the water in the condenser, and other factors. In some cases extraction may be complete in one hour;

in others four or five hours may be necessary. When the solvent comes through clear, the

filter shall be removed and washed with a fine jet of CS2 from a washing bottle to wash out any

bitumen that may be retained at the top of the paper and to break up any channels that may have been

formed by the CS2 passing through. If the washings

show any color, the thimble shall be put back and

extraction continued until the solvent again be- comes colorless. It shall then be removed, dried

carefully, at a low temperature at first to prevent

ignition of the absorbed CS2 , and finally to constant weight at 100° C. (212° F.), cooled, and weighed.

The solution in the flask shall be rinsed into a weighed porcelain or silica evaporating dish or cruci- ble and the solvent burned off under a hood. The

residue shall be ignited over a flame or in a muffle and

the ash weighed and the weight added to that of the mineral matter in the filter paper. This is to cor- rect for the fine mineral matter which will be carried through the paper by the solvent. Should there be a considerable amount of ash recovered in this way, and if it is found that the mineral matter is calcium or other carbonate, it shall be recarbonated

by repeated treatment with ammonium carbonate

solution and finally ignited at a dull red heat. Ordinarily, however, the mineral matter going

through the paper will be so small in amount that the difference caused by ignition may be neglected.

The corrected loss in weight on the original sample

represents the percentage of bitumen.

The sieve analysis of the mineral aggregate shall be made in accordance with A. S. T. M. 137. (See

512.12, p. 234.) The extracted residue shall now be

transferred from the thimble to the No. 200 sieve, the paper being gently rubbed to free adhering

particles.

The aggregate on the sieve shall be gently rubbed

with the fingers to break up lumps and to free any

particles of fine dust that might adhere to larger

sand particles. The sieve shall be shaken over a

piece of paper from side to side with the right hand,

striking it sharply against the palm of the left hand until no appreciable amount of dust comes

through the sieve on to the paper. The paper

shall be cleared from time to time by raising one

side with the left hand and rolling off the siftings, so that it can be seen when the sifting is complete.

The material remaining on the No. 200 sieve shall be weighed and the amount of material which has

t9 This method and the method for analysis of larger samples are

especially adapted for asphalt mastics, grouts, and mastic cake. If the binder is coal-tar pitch, the "free-carbon" constituent of the binder will remain with the mineral aggregate.

passed through the No. 200 sieve shall be determined

by difference. This operation shall be repeated upon the coarser

sieves in order and the amount passing each sieve and retained on the next finer recorded as percentage

of the original sample.

(B) ANALYSIS OF 50 TO 500 g SAMPLES

6. A large filter paper, 12 or 13 inches in diameter,

shall be fitted inside the wire basket of the extractor by folding once more than in ordinary filtering, or by wrapping it over a form which fits inside the basket (a cylindrical bottle of proper size makes a good form) and placing it inside the basket. The basket with contained filter paper shall be

dried and weighed. The sample shall be weighed

and packed in the filter paper in the basket. Care

should be taken not to pack all coarse particles in one place and the fine particles in another but to have them mixed together in uniform proportions.

The sample shall be covered with a disk of felt or wad of absorbent cotton to insure even distribu- tion of the dropping solvent, thus preventing it from

forming a channel through the sample. The basket

shall be suspended in the extractor and 150 to 200

cc of CS2 poured over the felt or cotton. The con- denser shall be placed over the top and water circu- lated through it. Current shall be started through

the electric lamp underneath the Extractor and the

extraction carried on exactly as in the smaller glass extractor, but on a larger scale. The time for ex- traction will vary from 3 to 12 or more hours, de- pending upon the nature of the sample.

To determine when extraction is complete, the condenser shall be raised and the basket lifted out

to observe if drippings are clear. One or two drops

caught upon white filter paper should leave but a

light stain. The drying and weighing of the basket, burning

off of the solution for correction, and the sifting of the mineral aggregate shall be carried on exactly as

in the case of the smaller sample as described in section 5, except that in sifting mineral aggregates

containing coarse stone it is well to remove the

stone by putting the mineral aggregate first through

a No. 10 sieve, as the large stone would injure the No. 200 sieve. The stone removed by the No. 10 sieve may be

screened through J>4-inch, }^-inch, and coarser screens

in order, as described in A. S. T. M. D18 (see 512.15,

p. 250), and the fine material passing the No. 10

sieve through No. 200 and coarser sieves in order,

all amounts passing any one screen or sieve and

retained on the next finer one being reported as percentage of the original sample.

Thus the ingredients of the mixture may be roughly

separated by the use of the proper sized sieves, and

examined for physical and chemical characteristics. Note.—The siftings passing the No. 200 sieve will consist largely

of the dust or pulverized rock used in the mixture. The material between the No. 100 and No. 10 will consist largely of the sand used

in the mixture, with any particles of fine crushed stone within these

limits that existed in the original materials. Gravel or broken stone

as a rule will be larger than No. 10 or No. 8. Carbon tetrachloride, benzol, or chloroform may

be used instead of carbon disulphide, with the only

difference that in the case of noninflammable sol- vents the solvent will have to be evaporated from

the solution of bitumen to determine the ash for correction instead of burning off directly. When the

solvent is expelled, the bitumen can be ignited for

ash.

(C) RECOVERY AND EXAMINATION OF EXTRACTED BITUMEN

7. The benzol solution containing the asphalt

shall be evaporated to a thick viscous liquid on a steam or water bath, then transferred to a steam

134
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 505.0

oven at 105° C. (221° F.) until its weight is nearly

equal to the percentage of asphalt calculated in accordance with section 5. It shall then be trans- ferred to a hot plate and heated carefully with stir- ring at a temperature not exceeding 121° C. (250°

F.) until its weight is exactly that determined in accordance with section 6.

(D) SOLUBILITY OF AGGREGATE IN HYDEOCELOEIC ACID

8. Where the mastic is to be used for acid-proof

floors, tank linings, etc., pulverized silica and other

materials insoluble in acid are used in preparing the mixture. The most important chemical property,

therefore, is solubility or insolubility in mineral

acids. This determination may be carried out in the following manner: About 2.5 g of the dust, or of the coarser material, or stone which has been previously pulverized in a mortar shall be dried to constant weight at 325° F. The loss will represent any moisture that may have

been retained in the material as well as any absorbed

solvent that may not have been expelled while drying the sample after extraction. A 1-g sample of the dried material shall be placed

in a 250-cc beaker, covered with a watch glass and

10 cc of concentrated c. p. hydrochloric acid added,

diluted with 50 cc of distilled water. Any lumps

shall be broken up by means of a glass stirring rod. Any effervescence which may occur shaU be noted.

If considerable effervescing takes place, the sample

may be said to be carbonate. If all the sample, or

practically all, dissolves, the determination need not

be carried farther. If apparently insoluble, it shall be heated carefully, brought to boiling for 15 minutes,

and filtered through a tared Gooch filter, washing

the insoluble residue with hot water. It shall be

ignited and weighed and the loss reported as the per- centage soluble in hydrochloric acid. American Society "for Testing Materials, standard

method of test for the determination of proportion

of bitumen soluble in carbon tetrachloride, serial designation D165-27, 1927. APPARATUS

1. The apparatus shall consist of the following:

(a) Gooch crucible, approximately 4.4 cm in width at the top, tapering to 3.6 cm at the bottom,

with a depth of 2.5 cm.

(6) Filtering flask.

(c) Rubber stopper.

(d) Filter tube.

(e) Section of rubber tubing to hold the Gooch

crucible on the filter tube.

(/) Asbestos (amphibole) cut in pieces not ex- ceeding 1 cm in length, shredded and shaken up with

water.

(g) Two 150-cc Erlenmeyer flasks.

(h) Bunsen burner.

(i) Drying oven.

(j) Suction pump.

(k) Rubber tubing.

(I) Analytical balance,

(m) Desiccator. PREPARATION OF SAMPLE

2. The sample shall be representative, and if it contains more than 2 per cent of water it shall be

dehydrated by distillation in a copper still in accord- ance with A. S. T. M. D20-28T (see 505.0, p. 120), and water-free distillate returned to the residue. If the material is hard and brittle, it may be ground

and dried at a temperature below the temperature of volatilization of the material.

PROCEDURE

3. The Gooch crucible shall be set in the filter tube

inserted in the stopper of the filtering flask. The

flask shall be connected with the suction pump. Before suction is applied the crucible shall be filled with

asbestos suspended in water which shall be allowed

to partly settle in the crucible. A light suction shall be applied to draw off the water, leaving a firm mat

of asbestos in the crucible. More suspended asbestos

shall be added and the process repeated until a felt is built up that barely transmits light. The felt shall then

be thoroughly washed with water, dried in a drying

oven, and ignited over a Bunsen burner. The crucible then shall be cooled in a desiccator and weighed.

4. An amount of material which shall contain ap- proximately 1 g of bitumen shall be weighed into a

tared Erlenmeyer flask. One hundred cubic centi- meters of chemically pure carbon tetrachloride shall be added to the flask in small portions with con- tinued agitation until all lumps disappear and nothing adheres to the bottom. The flask shall be corked

and set aside in subdued light for at least 12 hours. The Gooch crucible shall be set up again with

the suction flask and the carbon tetrachloride solu- tion carefully decanted through the asbestos felt, with or without light suction, as may be found

necessary. No sediment shall be allowed to go

onto the filter. A small amount of carbon tetra- chloride shall be used to wash down the sides of the flask and then the precipitate shall be brought

onto the felt and the flask scrubbed with a feather if necessary to remove all precipitate. The contents

of the crucible shall be washed with carbon tetra- chloride until the washings are colorless. Suction

shall be applied to the crucible to remove the carbon

tetrachloride. The crucible shall be dried in the oven at 100° to 125° C. for 20 minutes, cooled in the desiccator, and weighed.

In case insoluble matter adheres to the flask, the

flask shall be dried and weighed and the increase in weight over the original weight shall be added to the weight of insoluble matter in the crucible. The proportion of bitumen soluble in carbon

tetrachloride shall be reported on the basis of total bitumen taken as 100. ^t^fncarbonS l.Bttnmen soluble in carbon tetrachloride cholride Total bitumen American Society for Testing Materials, tentative method of test for residue of specified penetration,

serial designation D243-28T, 1928.

1. This method of test covers the determination

of percentage of residue having a specified penetration at 100 g, five seconds, 25° C. (77° F.), obtained

by heating a road oil or a semisolid asphalt having

a penetration of more than 100, at a temperature of 249° to 260° C. (480° to 500° F.). When the

penetration of the residue is not otherwise stated

it shall be understood to be 100. The residue obtained is available for tests as desired. APPARATUS

2. The apparatus shall consist of an iron dish,

flask heater, thermometer, Bunsen burner, tripod,

and stand with a thermometer clamp. The dish,

flask heater, and thermometer shall be as specified

in sections 3, 4, and 5.

3. The container for holding the sample to be

tested shall be a hemispherical iron dish having the

following dimensions: cm

Diameter at the top, outside 12. 7±0.

3

Depth, inside... 5. 7±0. 2 Radius of curvature, inside 6. 0±0.

1

Note.—A hemispherical iron sand bath, deep form of 5 inches

diameter, should meet these requirements.

100925°—30 10 135
505.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

4. The flask heater shall be in the form of a truncated cone,with a diameter at the top of approximately 18.0 cm, a diameter at the bottom of ap- proximately 5.2 cm, and a height of approximately

7.0 cm. It shall be made of sheet iron of about No. 22 gage with asbestos strips riveted to the sides, and with a sheet-iron shield at the bottom.

5. The thermometer shall conform to the require- ments of thermometer No. 8. (See table of A. S. T. M. thermometers, 500.2, p. 2.) PREPARATION OF SAMPLE

6. The sample as received shall be thoroughly

stirred and agitated, to insure a complete mixture

before the portion for testing is removed.

PROCEDURE

7. One hundred grams (100.00±1.10 g) of the

material to be tested shall be weighed into a tared

container, which shall then be placed in the flask heater in position to be heated. The thermometer

shall be supported in the sample equidistant from

the sides of the container and with the bottom of the bulb neither more than one-fourth inch above

nor touching the bottom of the container. The

bulb shall be completely immersed in the sample

throughout the heating. An assembly of the apparatus is shown in Figure 73 facing page 222.

8. The sample should be heated as rapidly as

possible, to prevent foaming, to a temperature of 249° C. (480° F.) and during the evaporation, the temperature shall be maintained between 249° C. (480° F.) and 260° C. (500° F.). The sample shall be stirred with the thermometer from time to time

to prevent local overheating and, to maintain a homogeneous sample, all cakes of hardened bitumen

which form at the sides of the container shall be

fluxed in the sample.

An experienced operator can judge approximately

what percentage of residue he should obtain to secure the desired penetration. When it is sup- posed that the residue will show the required

penetration, the bitumen on the thermometer which

may be readily scraped off shall be returned to the

container, which then shall be removed from the

flask heater, cooled, and weighed. The penetration

of the residue shall then be determined in accordance

with A. S. T. M. D5. (See 505.0, p. 118.)

9. It frequently is necessary to make several trials before a residue of the required penetration is obtained. If it is determined to be greater than that

required, all water shall be removed from the container and the surface of the sample, and the heating and determination of penetration may be

repeated as before. Ordinarily a residue shall be

considered as satisfactorily obtained when its penetration is within 15 of that desired, and its per- centage by weight of the original sample shall be

calculated. When it is necessary to determine more

precisely the percentage of residue having the

specified penetration, such a percentage shall be

computed by interpolation between percentages of two residues, one having a penetration greater and

one having a penetration lower than that specified.

The percentage shall be reported as: Percentage of residue of penetration (de- termined ) stating, first, the specified

penetration, and second, the penetration actually

determined for the sample tested or calculated by

interpolation.

PRECAUTIONS

10. Certain types of road oil will readily form

rings of hard asphalt at the side of the container. Great care should be taken that this material be

completely fluxed in the sample before the penetration of the residue is determined.

ACCURACY

1 1 . Duplicate determinations should not differ by more than 1.0 per cent with the same operator nor more than 2.5 per cent between different laboratories. American Society for Testing Materials, tentative method of testing bituminous emulsions, serial designation D244-28T, 1928.

1. For testing purposes, emulsions shall be classi- fied as follows:

T . Emulsified light oils or liquid petroleum

products intended for dust laying purposes.

II. Emulsified asphaltic materials, the asphalt content of which is of a consistency suit- able for construction or repair.

(a) Containing little or no mineral

matter.

(b) Containing appreciable quantities

of mineral matter. METHOD FOR DETERMINING MISCIBILITY OF

BITUMINOUS EMULSIONS WITH WATER

(Applicable to both Classes I and II)

2. About 50 cc of the emulsion shall be gradually

added to about 150 cc of distilled water, stirring the mixture while adding the water. The temperature is not important, but should be between 21° and 25° C. (70° and 79° F.). The mixture shall be

allowed to stand for two hours and then examined

for any appreciable separation.

STONE COATING TEST

(Applicable only to emulsions of Class II (a))

3. Four hundred and sixty-five grams of clean stone (one-fourth to three-fourths inch in size, not more than 5 per cent passing a

1{-inch screen and

100 per cent passing a %-inch screen), (see A. S. T. M.

D63-23T, 511.71, p. 207) of either trap or hard

limestone shall be placed in a No. 10 sieve, drenched

and washed with distilled water, allowed to drain

for three minutes and transferred to a suitable pan

in which the mixture is to be made. (A 6-inch hemispherical iron dish has been found suitable and

satisfactory for this purpose.) Thirty-five grams

of the emulsion shall then be added to and mixed

vigorously with the stone for three minutes. (A

steel spatula is satisfactory for mixing.) There

shall be no signs of appreciable separation of the

asphalt contained in the emulsion during the 3-minute mixing period.

METHOD FOR DETERMINATION OF WATER, Oil

DISTILLED WITH WATER, AND PREPARATION

OF ASPHALTIC BASE FOR FURTHER TESTS

(A) METHOD APPLICABLE TO EMULSIONS OF CLASS H (a) ONLY

4. The apparatus shall consist of an iron still, 6 by 3}i inches in inside diameter with an air adjust- able ring burner to fit the still. The still shall be provided with a connecting tube of approximately

12-mm diameter glass tubing, a tin shield, a con- denser trough, a condenser tube, and a suitable graduated cylinder. A thermometer 0° to 400° C.

shall be provided conforming to the requirements for thermometer No. 2. (See table of A. S. T. M.

thermometers, 500.2, p. 2.) The apparatus shall be

set up as shown in Figure 74. The still shall be

charged with 200 g of the well-mixed sample. An

oiled paper gasket shall be applied to the flange at

136
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 505.0

the top of the still and the cover clamped on securely.

The thermometer shall be placed in position so that

the tip of the bulb is one-half inch from the inside bottom of the still. A gentle heat shall be applied

to the top of the still by the ring burner. Just

sufficient heat shall be applied to the connecting

tube to prevent condensation of water therein. The heat shall be applied to the extreme upper

part of the still, until practically all of the water has

distilled over, or until a temperature of 121° C.

(250° F.) has been reached. The ring burner shall then be lowered very gradually to a position midway

between the top and bottom of the still and held

there until the temperature is about 176° C. (349°

F.) The ring burner shall then be lowered more

rapidly to within one-fourth inch of the bottom of the still and the temperature then raised to 260° C. {500° F.) and maintained for 15 minutes. This

The weight of residue remaining in the still di- vided by two is the percentage of nonvolatile matter under the conditions of this test. The sum of the percentage of water and nonvolatile matter deducted from 100 represents distilled oils.

(B) METHOD APPLICABLE TO EMULSIONS OF CLASS II (b) Water.—The water shall be determined by the

distillation method above described.

Oils.—Two 50-g samples of well-mixed emulsion

shall be placed in a standard 3-ounce tin box, in an oven at 163° C. (325° F.) for five hours, and the loss determined. If the loss is greater than the per- centage of water (see preceding paragraph) it would

indicate the presence of volatile oils and the differ- ence in the two determinations would closely ap- proximate the percentage of volatile oil.

Figure 74.Assembly for distillation test for bituminous emulsions

period of heating is important to insure a smooth

homogeneous residue in the still. The cover shall then be removed from the still and

the hot residue poured into a ductility mold and into a standard 3-ounce tin box for the penetration test, the receptacles being left uncovered. While cooling, any excess shall be poured into suitable containers for any additional tests desired. Any water or oil remaining in the condenser tube

shall be forced out carefully into the graduated

cylinder, by means of a rubber stopper fixed on the end of a long rod. The distillation should be completed in not less than one hour and in not more than one and one- fourth hours.

If the residue is not homogeneous and appears

granular, it shall be rejected and the distillation repeated upon a fresh sample, maintaining the temperature at 260° C. (500° F.) for slightly more than

15 minutes.

The number of cubic centimeters of water divided by two is the per cent by weight of water.

The residue of the 50-g sample shall be dissolved

in benzol, filtered, and the filtrate evaporated on a

water bath until practically all the benzol is evaporated, then placed in an oven at 105° C. (221° F.) for 30 minutes and finally heated on a hot plate to 121° C. (250° F.) with constant stirring. The consistency, ductility, or other tests desired are made

upon this residue. Mineral matter.—The mineral matter on the filter paper from the extraction shall be dried and weighed

or a separate determination on a smaller sample of the original emulsion may be made.

American Society for Testing Materials, standard

method of test for steam distillation of bituminous

protective coatings, serial designation D255-28,

1928.

1. This is a general method for the separation and

recovery of the solvent and the base in bituminous

mixtures.

2. The bituminous mixture is distilled in a current

of steam, the solvent is condensed and separated

from the water.

137
505.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

APPARATUS

3. The steam generator shall be made of either metal or glass, with a capacity of from 2 to 4 liters, suitable for continued use in the production of steam.

If of glass, it shall be fitted with two outlets with

suitable connections for rubber tubing. In the case

of a metal generator, a large opening for filling and

a water gage shall be additional parts of the

apparatus. The generator shall be supplied with

suitable pinchcocks or valves so that steam may

be blown off to the atmosphere until the test is ready.

4. The bath shall be of metal of sufficient capacity

to permit immersion of the distilling flask to a depth

of not less than 10 cm.

5. Heat for the steam generator shall be supplied

by a suitable gas generator or electric hot plate.

The bath may be heated by any convenient means.

6. The distilling flask shall be a short ring neck,

round-bottom flask of 1,000 cc capacity. It shall be

fitted with a 3-hole rubber stopper; with a steam

distilling tube which will reach to within one-half inch (12.7 mm) of the bottom of the flask and project

ments specified for thermometer No. 6. (See table

of A. S. T. M. thermometers, 500.2, p. 2.) PROCEDURE

10. The apparatus shall be assembled as shown in Figure 75. The steam generator shall be filled with

water, and heat applied. The bath shall be filled with a high-flash-point oil and raised to approximately 140° C. (284° F.). Five hundred cubic centimeters of the sample shall be weighed into the round-bottom flask. The connection shall be made

from the steam distillate to the steam delivery tube, the end of which shall be within one-half inch of the bottom of the distilling flask. The outlet from the

distilling flask shall be connected to the condenser and the separatory funnel placed in position at the

outlet of the condenser to receive the distillate. The

end of the bulb of the thermometer in the steam

distilling flask shall be placed within one-half inch (12.7 mm) of the bottom of the distilling

flask. When the temperature of the sample in the distilling flask reaches 130° C. the outlet of the steam

Figure 75.Assembly of apparatus

from the top at a convenient distance for connection to the generator; a vapor outlet tube which

extends from beneath the rubber stopper to a point

sufficiently above the distilling flask that will per- mit convenient connection to the condenser; and

with a thermometer. The steam tubing should be not less than 2 nor more than 4 mm in internal diameter and the vapor outlet tube should be not less than 5 mm in internal diameter.

7. The condenser shall consist of a nine-sixteenths inch (14.29 mm) outside diameter No. 20 Stubbs

gage seamless brass tube, 22 inches (55.88 cm) long.

It shall be set at an angle of 75° from the perpendicular and be surrounded with a cooling bath 15

inches (38.1 cm) long, approximately 4 inches

(10.16 cm) wide by 6 inches (15.24 cm) high. The

lower end of the condenser tube shall be cut off at an acute angle, and curved downward for a

length of 3 inches (7.62 cm) and slightly backward

so as to insure contact with the wall of the graduate

at a point 1 to 1J4 inches (2.54 to 3.18 cm) below the top of the graduate when it is in position to receive the distillate.

8. A separatory funnel having a capacity of not

less than 500 cc, as shown in Figure 75, should be

provided.

9. (a) Accessories consist of suitable ring stands

for supporting the steam generator, distilling flask, bath for distilling flask and separatory funnel.

(b) The A. S. T. M. low-distillation thermometer

for the distillation flask, conforming to the requiregenerator shall be closed, thus forcing the steam to pass through the sample. The flow of steam shall be

adjusted so that the distillate is collected at the

rate of approximately 6 to 10 cc per minute.

The distillation shall be stopped when 100 cc of the distillate contains not more than 0.5 cc of solvent as determined by measuring the amount of

oil in 100 cc of distillate. When the distillation is finished, the water shall be separated from the distillate and the distillate measured and retained for further tests if required

by the specifications. In some cases, the distillate does not separate

readily from the water, and this separation can be

facilitated by the addition of sodium chloride which

will result in a sufficient difference in gravity to produce a clear separation of the two layers.

The results shall be reported in per cent by weight

or volume as required by the specifications, based on the weight of the sample taken. American Society for Testing Materials, tentative recommended practice for bituminous paving

plant inspection, serial designation D290-28T;

1928. (This recommended practice defines the authority

and duties of the inspector at a bituminous paving

plant.)

American Society for Testing Materials, tentative method of test for coarse particles in bituminous

materials by means of elutriation, serial designation

D313-29T, 1929.

138
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 505.0

SCOPE

1. These methods cover the determination of the amount of relatively coarse particles of mineral

or other insoluble matter in bituminous materials,

which settle under the conditions prescribed.

SAMPLING

2. The sampling shall be performed in accordance

with A. S. T. M. D140. (See p. 128.) TREATMENT OF SAMPLE

3. The sample as received shall be completely

melted at the lowest possible temperature and

stirred thoroughly while cooling to insure homogeneity.

PROCEDURE

4. (a) Ten grams of the sample shall be dissolved

in 100 cc of carbon disulfide in a 150-cc tall-form beaker. The solution shall be stirred thoroughly, allowed to stand for 15 minutes and approximately

90 per cent of the solution decanted. The sedi- ment in the beaker shall then be treated in a similar manner three successive times with benzol at room

temperature, using 90 cc of benzol each time. Drying of the residue should be avoided until it is finally dried as described in paragraph (b). (b) The sediment and remaining benzol shall be

washed into a 400-cc tall-form beaker with water- white kerosene (having a flash point of 120° F. at room temperature, and sufficient kerosene added

to bring the total volume to 300 cc. This sedi- ment and liquid shall then be agitated with an

air blast until thoroughly mixed, avoiding the formation of cyclonic currents. The mixture shall then be allowed to settle for 10 seconds and about

90 per cent of the solution decanted. This operation

shall be repeated in a similar manner two additional times with 300 cc of kerosene. After final decantation, the kerosene shall be removed from the remaining sediment by washing with carbon disulfide on

to a tared filter paper, or a Gooch, or an alunduni

crucible and dried to constant weight at from 200°

to 220° F. (95° to 105° C).

PERCENTAGE OF COARSE PARTICLES

5. The percentage of coarse particles of mineral

or other insoluble matter shall be calculated from the formula:

Percentage of coarse particles =

Weight of final sediment Original weight of sample X100

Asphalt Shingle and Roofing Association (now

Institute), mill analysis, of bituminous roofings

(recommended) 1922. OBJECT OF THE TESTS

The following methods are designed to ascertain:

1. Weight and caliper of original felt as received.

2. Weight and caliper of original felt, moisturefree.

3. Moisture per cent in original felt as received.

4. Ash per cent in original felt, moisture-free.

5. Per cent saturation in moisture-free felt.

6. Pounds dry felt in 100 square feet roofing.

7. Pounds saturation in 100 square feet roofing.

8. Pounds pure coating in 100 square feet roofing.

9. Pounds mineral filler in coating in 100 square

feet roofing.

10. Pounds slate or other granular surfacing in 100 square feet roofing.

11. Pounds dust on surface in 100 square feet roofing.

12. Pounds total weight in 100 square feet roofing.

For comparative purposes in mill records all results are expressed in terms of 100 square feet, surface (equivalent "square"). Such results may

be converted directly into values per 108, 216, 250, or 300 square feet by simple mutliplication, using

the appropriate factor indicated. (Pounds per 100

square feetX2.5=pounds per 250 square feet.) The information desired is calculated chiefly from

a series of weights of mill samples on a paper-makers'

scale and a few laboratory determinations of ash,

depending upon the type of roofing employed.

SAMPLES REQUIRED AND SCHEME FOR TAKING

THEM

1. Original felt.—Size 12 by 13 inches. Cut from

the last end of roll when making splice.

2. Saturated felt.—Size 7 by 25 inches. Cut from

edge of sheet while passing from saturator to coating

rolls, just ahead of splice.

3. Saturated and coated felt.—Size 13 by 13 inches. As the roofing leaves the coating rolls, place a 13 by

13 inch piece of kraft paper directly on top of the

sheet so it will stick to the hot coating. This should be located just ahead of the splice beside the opening

left by cutting out the sample of saturated felt (item

2). Recover this sample at the winder or cutter when it reaches that point.

4. Finished roofing.—Size 13 by 13 inches. Take a

sample of this just ahead of the splice when it reaches the winder or cutter.

It is the intention to take the above samples from

locations on the roofing as nearly adjacent as possible.

ANALYTICAL OPERATIONS

Note.—The paper-makers' scale is used for all determinations,

except ash. As the ordinary paper-makers' scale when testing 1 square foot of roofing shows pounds per 480 square feet, such reading should be divided by 4.8 in each instance to snow pounds per 100 square feet. A direct reading in pounds per 100 square feet may

be obtained on this scale by testing 30 square inches of roofing (a strip 3 by 10 inches) instead of 1 square foot. Such a result may be

converted into pounds per 480 square feet by multiplying it by 4.8. SAMPLE OF ORIGINAL FELT

First. Trim the exact size (12 by 12 inches or 3 by

10 inches). Caliper and weigh on P. M. scale. Result.—Pounds original felt per 100 square

feet=a. Second. After drying this same piece of felt at 220° F. to constant weight, weigh it on P. M. scale. Result.—Pounds dry felt per 100 square feet=b.

Third. Cut out a piece of felt 3 by 3 inches from

this dried sample or a similar one, weigh it in grams

on analytical balance, place it in a weighed quartz

dish and burn to constant weight in a muffle or over a Bunsen burner. Deduct weight of dish.

Result.—Ash, per cent f

grams

^ f^xiOoW-

\ grams felt /

Result.—Ash, pounds per 100 square feet (grams

ashX3.527)=d.

SAMPLE SATURATED FELT

First. Trim to exact size (two pieces 6 by 12

inches or one piece 3 by 10 inches). Caliper and

weigh on P. M. scale. Result.—Pounds saturated felt 100 square feet=e.

Note.—If saturated felt is final sample and is sanded, brush off sand and weigh again. Difference= pounds sand per 100 square feet. SAMPLE SATURATED AND COATED FELT WITH

KRAFT PAPER ON ONE SIDE

First. Trim to exact size, and weigh on P. M.

scale. Result.—Pounds roofing plus kraft paper per 100 square feet=/.

139
505.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Second. Trim a piece of kraft paper to the same

size as that included in the weight (/). Weigh

this on P. M. scale. Result.—Pounds kraft paper per 100 square

feet=<7. Third. Cut out a piece of this sample of roofing

exactly 3 by 3 inches, weigh and burn to ash as in dry felt. Result.—(Grams ashX3.527)=pounds ash in roof- ing per 100 square feet=A,. Fourth. Cut out a piece of kraft paper exactly 3 by 3 inches, weigh and burn to ash as in dry felt. Result.—(Grams ashX3.527)=pounds ash in kraft paper per 100 square feet=m.

Note.—If the dust or filler in use loses weight when ignited, a loss factor must be determined and added to weight of ash ft. SAMPLE FINISHED SMOOTH-SURFACED ROOFING

First. Trim to exact size and weigh on P. M.

scale. Result.—Total weight smooth-surfaced roofing 100 square feet=o. SAMPLE FINISHED GRANULAR-SURFACED

ROOFING

First. Trim to exact size and weigh on P. M.

scale. Result.—Total weight granular-surfaced roofing per 100 square feet=p.

CALCULATIONS

1. Weight of original felt as received: a =pounds per 100 square feet. (oX 4.8) =pounds per 480 square feet.

2. Weight of original felt, moisture-free:

6 =pounds per 100 square feet. (6X4.8) =pounds per 480 square feet.

3. Per cent moisture in original felt: ~—X 100 =per cent moisture in felt.

4. Ash in moisture-free felt: c=per cent ash in moisture-free felt. d=pounds ash per 100 square feet felt. 5. Per cent saturation in moisture-free felt: e — b —^—X 100 mparts saturation per 100 parts dry

felt.6. Pounds dry felt per 100 square feet roofing:

a=pounds dry felt per 100 square feet roofing.

7. Pounds saturation per 100 square feet roofing:

c — 6 =pounds saturation per 100 square feet roofing.

8. Pounds pure coating per 100 square feet

roofing. Note.—The dusting on one or both sides of roofing is calculated as described under 11. This amount runs sufficiently constant on one type of roofing to be accepted as a standard factor when once deter- mined and checked and may be deducted at once in routine work

without individual cheeking each time. Similarly, a supply of kraft paper sheets may be

accumulated and factor weights for the sizes employed, established both under g and m, which may

be used thereafter without rechecking.

Smooth-surfaced roofing:

2[o— (/— g)]— (1) Total dust on roofing (pounds

per 100 square feet), o = (2) Total dry felt (pounds per 100 square feet)

.

e— 6= (3) Total saturation (pounds per 100 square feet). h— (d+m+dust on roofing) = (4) Total mineral

filler in

coating. Therefore o— (sum of above 4 items) = Pure coat- ing (pounds per 100 square feet).

Slate or other granular roofing:

p— (/— gO = (l) Total slate or other granules.

}i dust factor= (2) Total dust on one side. a= (3) Total dry felt, e— 6=(4) Total saturation. h— (d-j-wr+dust on roofing) = (5) Total mineral

filler in

coating. Therefore p— (sum of above 5 items) = Pure coat- ing (pounds per 100 square feet).

9. Mineral filler in coating:

h—((i+m-fdust on roofingj= Mineral fillerin coat- ing (pounds per

100 square feet).

10. Slate or other granular surfacing:

p— (f—g) = Mineral surfacing (pounds per 100

square feet).

11. Dust on surface: f—g— Saturated and coated roofing with dust on

one side only (pounds per 100 square feet), o— (/— 3) = Dust on one side (pounds per 100

square feet) 2 [0 — (/— g) ] = Dust on two sides (pounds per 100

square feet). 12. Total weight of roofing: = Pounds per 100 square feet smooth surface

roofing. p = Pounds per 100 square feet slate or other granular roofing.

Asphalt Shingle and Roofing Association (now

Institute), test for discoloration of coatings.

The following test is adapted for ascertaining in a brief period of time whether or not a coating will discolor the talc surfacing on aging: The asphalt is melted at the lowest possible temperature, to pre- vent loss of volatile constituents, and by means of a small spatula spread uniformly on one side of a 1 by 3 inch microscope slide glass, in a layer one-sixteenth to one-eighteenth inch thick. Before the

asphalt coating has set it is sprinkled liberally with pure calcium

carbonate (prepared from a saturated solution of pure calcium

hydroxide, which is precipitated with an excess of pure ammonium

carbonate, then boiled until all the ammonia is driven off, filtered, and dried on a steam bath). When cool, the calcium carbonate is rubbed well into the surface with the finger, which at the same time

distributes the powder and removes the excess. Support the slide horizontally on an asbestos pad and heat for five hours in an oven, the

air temperature of which is maintained at 150° F. Remove from the oven at the end of the test and observe the color of the surfacing, recording your observations in the following terms: "no discolora- tion" (i. e, unchanged) ; "slightly discolored" (i.e., tinged a slight yel- low); "moderately discolored" (i. e., cream color); "discolored" (i.e., yellow); "badly discolored" (i. e., yellowish brown). Asphalt Shingle and Roofing Association (now

Institute), recommends the standard method of

test for soluble bitumen of the American Society

for Testing Materials, serial designation D4.

(Seep. 117.) This association has a "short method" for the above test, where a moderate degree of accuracy

is required, which is as follows: Weigh 1 to 2 g of the bituminous material free from moisture into a 150 cc tared flask, 50 cc of

c. p. carbon disulphide are added, and the contents

agitated until all the lumps disappear and nothing

adheres to the bottom. The flask is then loosely corked and set aside for 15 minutes, whereupon it is filtered through a weighed Gooch crucible measuring

4 cm wide at the top, tapering to 3.2 cm at the bottom, and 2.5 cm. deep, carrying freshly ignited

long-fibered asbestos compacted in a layer not over

one-eighth inch deep. Wash the sides of the flask with a small amount of carbon disulphide and

catch the sediment on the crucible. Then wash

the residue with carbon disulphide, using suction

until the washings are colorless and continue the

suction until the odor of the carbon disulphide

disappears. Heat the crucible for one-half hour

at 220° F., cool in a desiccator, and weigh. The

weight of the residue on the crucible added to the

residue obtained on evaporating and igniting the

carbon-disulphide extract represents the insoluble

140
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 505.0

matter. The portion soluble in carbon disulphide

is calculated by difference. Asphalt Shingle and Roofing Association (now

Institute), standard method of testing the ductility

of coatings composed of bituminous materials. This method is substantially the same as A. S. T. M. D113. (See p. 126.) Asphalt Shingle and Roofing Association (now

Institute), standard methods of testing the viscosity

of saturation. This method is the same as that

of the United States Department of Agriculture,

Bulletin 1216. (See 505.20, p. 172.) Federal Specifications Board, specification No.

157, United States Government master specification

for the installation of plastic flashings with bitumi- nous built-up roofing, and specification No. 156, United States Government master specification for the installation of metal flashings with bituminous

built-up roofing, June 1, 1924. These specifications cover the installation of

plastjic base flashings with or without appropriate cap or counter flashings and all metal flashings,

and other metal fittings, in connection with built-up

bituminous roofing in the angles formed where the

roof surface abuts walls and similar vertical surfaces and where required to make the roof covering watertight. They shall be installed by the roofing contractor or he shall at least be responsible for their proper installation. Plastic flashings shall be composed of either asphalt-saturated felt or coal-tar saturated rag felt cemented together, respectively, with asphalt

plastic roofing cement or coal-tar plastic roofing cement.

Note.—Detailed requirements for installation of the flashings are included in the full text of the above specifications. United States Department of Agriculture, Bulletin

1216, method for examination of bituminous mixtures, 1928. CENTRIFUGAL METHOD

1. The aggregate is prepared for analysis by

heating it in an enamel-ware pan on the hot plate

until it is sufficiently soft to be thoroughly disin- tegrated by means of a large spoon. Care must be

taken, however, that the individual particles are not crushed. If a section of pavement is under

examination, a piece weighing somewhat over 1 kg

may be cut off with hammer and chisel. The

disintegrated aggregate is then allowed to cool. Not less than 500 g of aggregate containing particles

larger than three-quarter inch in diameter or 200 g

of aggregate with all particles smaller than three- quarter inch are placed in the bowl of the centrifuge

extractor, and a ring three-quarters of an inch wide, cut from felt paper, is fitted on the rim, after which

the cover plate is placed in position and drawn down

tightly by means of the milled nut. If the bitumen

is to be recovered and extracted, the felt ring should be treated previously in the empty extractor with a

couple of charges of carbon disulphide in order to remove any small amount of grease or resin that may

be present, although a proper grade of felt should be practically free from such products. The bowl

is then placed on the motor shaft of the extractor and the slot and pin are carefully locked. An

empty bottle is placed under the spout and 150 cc. of carbon disulphide (carbon tetrachloride, benzol, or chloroform may also be used as solvents) is poured into the bowl through the small holes. After allowing the material to digest for a few minutes, the motor is started, slowly at first, in order to permit the aggregate to distribute uniformly. The

speed should then be increased sufficiently by means

of the regulator to cause the dissolved bitumen to flow from the spout in a thin stream. When the

first charge has drained, the motor is stopped and

a fresh portion of disulphide is added. This operation is repeated from four to six times with 150 cc

of disulphide. With a little experience the operator can soon gauge exactly what treatment is necessary

for any given material. When the last addition of solvent has drained off, the bowl is removed and

placed with the cover plate uppermost on a sheet

of manila paper. The cover plate and felt ring are

carefully laid aside on the paper and, when the

aggregate is thoroughly dry, it can be brushed on a pan of the rough balance and weighed. The

difference between this weight and the original

weight taken shows the amount of bitumen extracted. The aggregate may then be tested as

occasion requires.

2. When it is desired to examine the bitumen, or recover the solvent, a suitable distillation apparatus

may be used, taking necessary precautions when

handling inflammable solvents.

3. The solution of bitumen should be allowed to stand overnight in order to permit the settling of any fine mineral matter that is sometimes carried through the felt ring in the extractor. The solu- tion is then decanted into the flask, and the solvent

is driven off by means of heat from an incandescent

lamp until the residue is of a thick sirupy consistency.

Meanwhile the solvent is condensed and recovered

in the flask. The residue is poured into an 11-cm

porcelain evaporating dish and evaporated on a steam bath. The most scrupulous care must be

taken at all times that no flames are in its immediate vicinity. Evaporation is carried on at a

gentle heat, with continual stirring, until foaming

practically ceases. It is advisable to have a large

watch glass at hand to smother the flames quickly should the material ignite. As the foaming subsides, the heat of the steam bath may be gradually

raised, and evaporation continued until the bubbles

beaten or stirred to the surface of the bitumen fail to give a blue flame or odor of sulphur dioxide when

ignited by a small gas jet. The dish of bitumen

should then be set in a hot-air oven maintained at 105° C. for about an hour, after which it should be

allowed to cool. Its general character is noted and

any tests for bitumen that are necessary are then

made upon it. 4. The difference between the final aggregate and

the original amount taken gives the amount of bitu- men extracted, which is subject to correction, de- pendent on the amount of ash determined from the

washings.

5. Ash correction shall be made in the following manner: The total solution of bitumen, well

stirred, is rapidly measured and an aliquot portion

taken, usually 100 cc, and poured into a previously

weighed suitable flat-bottom dish, preferably

quartz. The solvent is evaporated over a very low

flame and the residual coke is then ignited with a

burner capable of furnishing high temperature,

such as a Meker. (Caution: When an inflammable

solvent is used evaporation should be conducted on a steam bath and care should be taken that no

flames are in the immediate vicinity.) The dish and contents are then cooled in a desiccator and

the percentage of ash calculated. HOT EXTRACTION METHOD

6. The New York testing laboratory extractor

consists of a large brass cylinder, through the bottom of which projects a 16-candlepower in- candescent carbon-filament bulb to supply heat to the extraction apparatus proper, which is held in the upper portion of the cylinder. This apparatus

is composed of a cylindrical brass vessel for holding

the solvent, a cylindrical wire basket made of

141
505.0 STANDAEDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

80-mesh wire cloth, suspended in the cylinder, and an inverted conical condenser which serves as a top.

7. The aggregate is prepared for analysis by heat- ing it in a tin dish on the hot plate until it is suffi- ciently soft to be disintegrated by means of a large spoon. The disintegrated aggregate is then allowed

to cool. Not less than 500 grams of aggregates

containing particles larger than three-quarters inch

in diameter or 200 g of aggregates with all particles smaller than three-quarters inch are then closely

packed in the wire basket or suitably sized extrac- tion thimbles and covered with a disk or wad of absorbent cotton or felt. From 175 to 200 cc of carbon disulphide (carbon tetrachloride, benzol, or chloroform may be used) are next placed in the

inside vessel, in which the wire basket should be suspended. The top is then placed in position and

cooling water circulated through it. Heat is applied

by means of the electric-light bulb. The solvent is boiled in the lower part of the extractor and con- denses on the undersurface of the top, from which

it drips upon the wad of absorbent cotton and then

percolates through the sample. A complete extrac- tion may be made in three hours. At the end of this time the apparatus is allowed to cool and the basket containing the extracted aggregate carefully

removed. After thoroughly drying the aggregate

is placed upon a pan of the rough balance and

weighed. The difference between this weight and

the original weight taken shows the amount of bitumen extracted, which is calculated upon a per- centage basis of the original. This figure should be

corrected for fine mineral matter which passes through the meshes of the wire basket, as follows: The solution of extracted bitumen is thoroughly

agitated and measured in a glass graduate. Five

or ten cubic centimeters are then poured into a weighed platinum crucible or dish, burned, and

ignited to ash. The amount of mineral matter in the entire solution may then be calculated from the amount of ash produced from that portion ignited.

The total percentage of such ash is then deducted

from the percentage of bitumen already calculated

in order to obtain the true percentage of bitumen.

The amount of this correction will ordinarily vary from 0.1 per cent in uniformly coarse aggregates

to 1 or 2 per cent in the analysis of aggregates containing a considerable amount of very fine mineral

matter. SUGGESTED METHOD FOE EXAMINATION OF

BITUMINOUS MORTARS

8. Bituminous mortars may be extracted by the

use of bronze tubes which are capable of being

whirled in the type of centrifuge similar to the Babcock milk tester. This method is based on

decantation of the supernatant solvent. (The sample shall consist of not less than 25 g.) The differ- ence between the amount of final aggregate and the

original amount taken gives the amount of bitumen

extracted, which is subject to correction by deducting the amount of ash determined from the washings. The ash correction shall be made as given

under the centrifugal method.

9. Mechanical analysis of the extracted aggregate

shall be conducted in accordance with United States Department of Agriculture, Bulletin 1216, Method

of Mechanical Analysis of Extracted Aggregates.

(See 512.13, p. 241.) United States Department of Agriculture, Bulletin

1216, Methods of Sampling Bituminous Mixtures,

1928. A daily sample shall be taken by any of the fol- lowing methods:

(a) Samples shall be cut from the finished pave- ment about 6 to 8 inches square and extending full

depth of pavement before application of any sealing coat which may be used.

(6) Samples of sheet asphalt mixtures shall be taken during preparation of the paving mixture

from trucks or wagons at the asphalt plant and

combined into composite samples of not less than

1 pound each in the following manner: These

composite samples shall be taken by collecting small quantities at different times from not less than 10 and preferably more separate batches,

molding the portions into the container provided

for the purpose. In the sampling of bituminous concrete either of the two methods given below shall be used in order

to obtain a composite sample of not less than 5 pounds, the amount being dependent on the maximum size of the coarse aggregate. Small portions

from a number of batches are taken and stored on

a metal plate until near the end of the day, when the

entire mass is reheated—care being exercised not to apply too great heat—mixed thoroughly, and the

day's sample selected in small portions from this mass. In case of dense bituminous-concrete mixtures the samples may be taken by collecting portions from one or more batches on a large shovel,

thoroughly mixing while still warm, and taking a

small scoopful which is placed directly in the carton. This operation is to be repeated as often as possible, thus representing a maximum number of batches. In either of these methods care must be taken to avoid segregation of either stone or bituminous

mortar. In selecting the portions of the sample

care should be taken to scrape away the top material

in the load, so as to avoid dust or any segregated

unrepresentative mixture.

(c) Samples shall be taken either at the road or asphalt plant of any bituminous mixture which

appears defective. United States Department of Agriculture, Bulletin

1216, methods of test for specific gravity of bitumi- nous materials, 1928.

1. The specific gravity of bituminous materials

shall be expressed preferably as the ratio of the weight of a given volume of the material at 25°

C. (77° F.) to that of an equal volume of water at the same temperature, and shall be expressed thus:

Specific gravity 25°/25° C. (77°/77° F.) HYDROMETER METHOD

(Used for thin fluid bitumens)

2. The specific gravity of thin fluid bituminous

road materials may be determined with the abovementioned apparatus by first pouring a sufficient quantity of the material into a tin cup which is then placed in a large dish containing cold or warm

water, as occasion may require. The material in the cup should be stirred with the thermometer

until it is brought to a temperature of 25° C,

after which it should be immediately poured into the hydrometer jar and its gravity determined by means of the proper hydrometer. In case the hydro- meter sinks slowly, owing to the viscosity of the

material, it should be given sufficient time to come

to a definite resting point, and this point should be checked by raising the hydrometer and allowing it to sink a second time. The hydrometer should never be pushed below the point at which it naturally comes to rest until the last reading has been made.

It may then be pushed below the reading for a

distance of three or four of the small divisions on

the scale, whereupon it should immediately begin

to rise. If it fails to do so, the material is too

viscous for the hydrometer method, and the pycno- meter method should be employed.

142
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 505.0

3. The direct specific gravity reading obtained by

the foregoing method is based upon water at

15.5° C. taken as unity. For all practical purposes this reading may be corrected to water at 25° C. considered as unity, bv multiplying it by

1.002. Thus:

Specific gravity 25°/25° C.=specific gravity 25°/15.5° C.X1.002 PYCNOMETER METHOD

(Used for viscous fluid and semisolid bitumens and

emulsions)

4. The determination of specific gravity shall be made with a pycnometer (Hubbard-Carmick type

recommended) or weighing bottle, which shall consist of a conical or Erlenmeyer-shaped flask approximately 45 mm high, 40 mm in diameter at the bottom, and 25 mm in diameter at the mouth, carefully ground to receive an accurately fitting solid- glass stopper with a hole of about 1 mm bore in place of the usual capillary opening. The lower

surface of the stopper is made concave in order to allow all air bubbles to escape through the bore. The depth of the cup-shaped depression shall be

about 4.8 mm at the center. The stoppered flask has a capacity of about 25 cc and when empty

weighs about 25 g.

5. Before making a determination, the pycnometer with stopper shall first be calibrated by

weighing it clean and dry upon an analytical bal- ance. This weight is called a. It shall then be

filled with freshly boiled distilled water at a temperature of 25° C. (77° F.), the stopper firmly

inserted, all surplus moisture wiped from the sur- face with a clean, dry cloth, and again weighed.

This weight is called b. 6. When determining the specific gravity of road

oils or road tars which flow readily, the material

shall be brought to a temperature of 25° C. (77° F.) and poured into the pycnometer until it is full, with

care to prevent the inclusion of air bubbles. The

stopper is then firmly inserted and all excess of material forced through the opening is carefully

removed with a clean, dry cloth. The pycnometer

and contents are then weighed and this weight is called c. The specific gravity of the material shall be calculated from the formula:

c-a

Specific gravity =gz^

7. When determining the specific gravity of tar and asphalt products which are too viscous for the method described in section 4, a small amount of the material shall be brought to a fluid condition by the gentle application of heat, care being exercised to prevent loss by evaporation. When suffi- ciently fluid, enough is poured into the clean, dry

pycnometer to about half fill it. Precautions shall be taken to keep the material from touching the

sides of the tube above the final level and to prevent

the inclusion of air bubbles. The tube should be

slightly warmed before filling. The pycnometer

and contents are then cooled to room temperature

and weighed with the stopper. This weight is called c. The pycnometer is next removed from

the balance, filled with freshly boiled distilled water, and the stopper firmly inserted. It is then

completely immersed for not less than 30 minutes

in a beaker of distilled water maintained at 25° C.

(77° F.), after which it is removed, and all surplus water is wiped off with a clean cloth. It is immediately weighed. This weight is called d. The

specific gravity of the material shall be calculated from the formula:

Specific gravity -=

(6_g) .(frC)

8. When making the specific-gravity determination it is important that:

(a) Only freshly boiled distilled water shall be

used.

(b) When weighing the pycnometer completely

filled, the temperature of its contents shall be

within 1° C. (1.8° F.) of 25° C. (77° F.).

(c) Precautions shall be taken to prevent expansion and overflow of the contents from the heat of the hand when wiping the surface of the pycnometer.

(d) The presence of all air bubbles shall be elim- inated in filling the pycnometer and inserting the

stopper.

(e) Weighings shall be made quickly after filling the pycnometer and shall be accurate to 1 mg. A

number of trial fillings and catchweights may be

necessary to obtain the desired degree of accuracy.

(/) To prevent breakage of the pycnometer when

cleaning it out after a determination has been made

upon a very viscous or semisolid mateiial, it will be

found advisable to warm it in an oven at not over

100° C. until most of the material may be poured

out and then to swab it with a piece of soft cloth or cotton waste. When cool, it may be finally rinsed with carbon disulphide, benzol, or other solvent and

wiped clean.

9. The limit of accuracy of the test is ±0.005

specific gravity.

DISPLACEMENT METHOD

(Used for hard, solid bitumens)

10. For materials which are hard enough to be

broken and handled in fragments at room temperature the following method will prove convenient: A

small fragment of the bitumen (about 1 cc) is sus- pended by means of a silk thread from the hook on

one of the pan supports, about 1}4 inches above the pan and weighed. This weight is called a. It is then weighed immersed in water at 25° C. and this weight is called b. The specific gravity may then

be calculated by means of the following formula:

Specific gravity = DISPLACEMENT METHOD

(Used for semisolids)

11. The specific gravity of semisolid bituminous

materials may be determined by the displacement

method. Weigh a silica crucible suspended from

the beam of the balance in air and call the weight a, and in water and call the weight b. Fill the crucible approximately two-thirds full with the material under examination. Free from bubbles by heating on a hot plate, cool and weigh, calling this weight c. Immerse the filled crucible in water at 25° C. for one-half hour, then suspend by a wire from the beam

of the balance and weigh it immersed in water at

25° C; call this weight d. The specific gravity is then calculated by means of the following formula:

Specific gravity ="grt United States Department of Agriculture, Bulletin

1216, method of test for percentage of bitumen

soluble in carbon disulphide, 1928.

1. This test consists in dissolving the bitumen in carbon disulphide and recovering any insoluble matter by filtering the solution through an asbestos

felt. The form of Gooch crucible best adapted for the determination is 4.4 cm wide at the top, tapering

to 3.6 cm at the bottom, and is 2.5 cm deep.

2. For preparing the felt, the asbestos is cut with

scissors into pieces not exceeding 1 cm in length,

after which it is shaken up with just sufficient water

143
505.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

to pour easily. The Gooch crucible is filled with the suspended asbestos, which is allowed to settle for a few moments. A light suction is then applied to draw off all the water and leave a firm mat of asbestos

in the crucible. More of the suspended material is added, and the operation is repeated until the felt

is so dense that it scarcely transmits light when held

so that the bottom of the crucible is between the eye and the source of light. The felt should then be

washed several times with water and drawn firmly

against the bottom of the crucible by an increased

suction. The crucible is removed to a drying oven

for a few minutes, after which it is ignited at red heat over a Bunsen burner, cooled in a desiccator,

and weighed.

3. From 1 to 2 g of bitumen or about 10 g of an

asphalt topping or rock asphalt are now placed in the Erlenmeyer flask, which has been previously

weighed, and the accurate weight of the sample is obtained. One hundred cubic centimeters of chemically pure carbon disulphide are poured into the flask in small portions, with continual agitation,

until all lumps disappear and nothing adheres to the bottom. The flask is then corked and set aside

for 15 minutes.

4. After being weighed, the Gooch crucible containing the felt is set up over the dry-suction flask, and the solution of bitumen in carbon disulphide is decanted through the felt with light suction or with- out suction by gradually tilting the flask, with care not to stir up any precipitate that may have settled out. At the first sign of any sediment coming out, the decantation is stopped and the filter allowed to

drain. A small amount of carbon disulphide is then washed down the sides of the flask, after which

the precipitate is brought upon the felt and the flask scrubbed, if necessary, with a feather or "policeman"

to remove all adhering material. The contents of the crucible are washed with carbon disulphide, until the washings run colorless. Suction is then applied

until there is practically no odor of carbon disulphide

in the crucible, after which the outside of the crucible

is cleaned with a cloth moistened with a small amount of solvent. The crucible and contents are allowed to dry over the top of the oven until no

odor of carbon disulphide is detected and then dried

in the hot-air oven at 100° C. for about 20 minutes,

cooled in a desiccator, and weighed. If any appreciable amount of insoluble matter adheres to the flask,

it should also be dried and weighed, and any increase over the original weight of the flask should be added

to the weight of insoluble matter in the crucible. The total weight of insoluble material may include both organic and mineral matter. The former, if present, is burned off by ignition at a red heat until no incandescent particles remain, thus leaving the mineral matter or ash, which can be weighed on

cooling. The difference between the total weight

of material insoluble in carbon disulphide and the weight of substance taken equals the total bitumen,

and the percentage weights are calculated and

reported as total bitumen, and organic and inorganic matter insoluble, on the basis of the weight of material taken for analysis.

5. This method is quite satisfactory for straight

oil and tar products, but where certain natural

asphalts are present it will be found practically

impossible to retain all of the finely divided mineral matter on an asbestos felt. It is therefore generally more accurate to obtain the results for total mineral matter by direct ignition of a 1-g sample in a plati- num crucible. The total bitumen is then determined

by deducting from 100 per cent the sum of the per- centage of total mineral matter and organic matter

insoluble. If the presence of a carbonate mineral is suspected, the percentage of mineral matter may be most accurately obtained by treating the ash with

a few drops of ammonium carbonate solution, drying at 100° C., then heating for a few minutes at a

dull red heat, cooling, and weighing again.

6. When difficulty in filtering is experienced

for instance, when Trinidad asphalt is present in any amount—a period of longer subsidence than 15 minutes is necessary, and A. S. T. M. test method

D4, method No. 2, is recommended. (See 505.0,

p. 117.) United States Department of Agriculture, Bulletin 1216, calcium chloride method for determination of percentage of water in bituminous emulsions, 1928.

(Not applicable to clay emulsions)

Approximately 10 g of the emulsion is accurately

weighed in an Erlenmeyer flask and exactly 25 cc

of a 10 per cent solution of calcium chloride added

and thoroughly agitated by shaking. The liquid content of the flask is then poured into a graduated

cylinder. Carbon disulphide is then added to the Erlenmeyer flask and the separated asphalt dis- solved and washed with carbon disulphide into the graduated cylinder above referred to containing

the decanted liquid. The total contents of the

cylinder are then thoroughly shaken and after standing the quantity of separated supernatant water

read. AS Calculations: Per cent water=-^-X100 A=volume of supernatant water. B=volume of 10 per cent calcium chloride, solution originally used. C=weight of emulsion taken for water determination. United States Department of Agriculture, Bulletin

1216, method of test for percentage of bitumen in- soluble in paraffin naphtha, 1928.

1. This determination is made in the same general manner as the total bitumen determination,

except that 100 cm3 of 86° to 88° Be. paraffin

naphtha, at least 85 per cent distilling between 35° and 65° C. , is employed as a solvent instead of car- bon disulphide. Considerable difficulty is sometimes experienced in breaking up some of the heavy

semisolid bitumens; the surface of the material is attacked, but it is necessary to remove some of the

insoluble matter in order to expose fresh material

to the action of the solvent. It is, therefore, advisable to heat the sample after it is weighed, allowing

it to cool in a thin layer around the lower part of the flask. If difficulty is still experienced in dis- solving the material, a rounded glass rod will be

found convenient for breaking up the undissolved

particles. Not more than one-half of the total amount of naphtha required should be used until the sample is entirely broken up. The balance of the 100 cc is then added, and the flask is twirled a moment in order to mix the contents thoroughly,

after which it is corked and set aside for 30 minutes.

2. In making the filtration the utmost care should be exercised to avoid stirring up any of the precipitate, in order that the filter may not be clogged

and that the first decantation may be as complete

as possible. The sides of the flask should then be

quickly washed down with naphtha and, when the

crucible has drained, the bulk of insoluble matter is brought upon the felt. Suction may be applied

when the filtration by gravity almost ceases, but

should be used sparingly, as it tends to clog the

filter by packing the precipitate too tightly. The

material on the felt should never be allowed to run

entirely dry until the washing is completed, as shown by the colorless filtrate. When considerable

insoluble matter adheres to the flask no attempt

should be made to remove it completely. In such

cases the adhering material is merely washed until

free from soluble matter and the flask is dried with

the crucible at 100° C. for about one hour, after which it is cooled and weighed. The percentage of

144
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 505.11

bitumen insoluble is reported upon the basis of total bitumen taken as 100.

3. The difference between the material insoluble

in carbon disulpliide and in the naphtha is the bitu- men insoluble in the latter. Thus, if in a certain in- stance it is found that the material insoluble in carbon disulphide amounts to 1 per cent and that

10.9 per cent is insoluble in naphtha, the percent- age of bitumen insoluble would be calculated as

follows: Bitumen insoluble in naphtha 10.9—

1

9.9 Total bitumen =

109-1 -

99 -10 08111 United States Department of Agriculture, Bulletin 1216, method of test for percentage of bitumen

insoluble in carbon tetrachloride, 1928.

1. This determination is conducted in exactly the same manner as described under "Determination of bitumen soluble in carbon disulphide" (see p. 143), using 100 cm8 of chemically pure carbon tetra- chloride as a solvent in place of carbon disulphide.

2. The percentage of bitumen insoluble is reported

upon the basis of total bitumen taken as 100, as described under "Method of test for percentage of bitumen insoluble in paraffin naptha" given above. United States Department of Commerce, Bureau

of Standards, simplified practice recommendation

No. 4, for asphalt (penetration limits), January 1, 1924. In accordance with unanimous action of a joint conference of representatives of manufacturers,

distributors, and users of asphalt for paving purposes and reaffirmed by the standing committee on June 8, 1926, the United States Department of Commerce,

through the Bureau of Standards, recommends that recognized varieties of paving asphalt be reduced to those shown in the following tables.

I. For construction of sheet ashpalt, asphaltic

concrete, and asphalt macadam pavements, and also

for surface treatment.

Penetration limits 25 to 30 50 to 60 100 to 120

30 to 40 60 to 70 120 to 150 40 to 50 85 to 100 150 to 200

II. For joint filler for various types of construction:

Penetration limits 30 to 50 60 to 70 50 to 60 85 to 100 The first is used primarily for brick pavements,

and does not require the admixture of sand, whereas

the latter three, which are identical with three of the

grades adopted for asphalt pavement construction,

are those which would ordinarly be used in admixture with sand to produce an asphalt grout.

III. In adopting these limits, it is understood that

the producer will furnish asphalts with penetration

equal to the mid-point in each range, a plus and

minus tolerance from that mid-point being acceptable to all parties, but in no case shall the deviation exceed the limits of the grade specified.

505.1 ASPHALTS.

505.11 Native Asphalt.

Federal Specifications Board, specification No.

276a, United States Government master specifi- cation for asphalt for use in road and pavement

construction, May 8, 1925.

I. PURPOSE AND INTENT OF THIS SPECIFICATION

1. It is the purpose of this specification to describe asphalts suitable for ordinary types of bitu- minous construction by physical and chemical re- quirements without prejudice as to source.

2. The bidder shall state in his bid whether he pro- poses to furnish asphalt of a petroleum type, a fluxed native type, or both, and he shall also state the source

or sources, from which the material is derived.

3. Bids shall be solicited on all types of asphalt

of particular grade (or grades) desired. H. TYPES AND GRADES

This specification covers the types, grades, and

intended uses of materials shown in the following

table. The material shall be supplied in the particular type (or types) and grade (or grades) ordered.

Grade (penetration) Type of material Designation Intended use

120 to 150

120 to 150

100 to 120

100 to 120 85 to 100 85 to 100

60 to 70 60 to 70

Petroleum asphalt-. Fluxed native asphalt Petroleum asphalt Fluxed native asphalt Petroleum asphalt Fluxed native asphalt Petroleum asphalt Fluxed native asphalt

AP-1-25 AB-1-25

AP-2-25 AB-2-25

AP-3-25 AB-3-25

AP-5-25 AB-5-25

AP-6-25 AB-«-25 AT-6-25

AP-7-25 AB-7-25

AT-7-25

J Bituminous macadam, northern United States, comparatively light traffic.

1 Bituminous macadam, middle United States or northern United States, comJ paratively heavy traffic. jBituminous macadam, southern United States. ^Graded bituminous concrete, northern United States, light or moderate traffic. 50 to 60

50 to 60

50 to 60 40 to 50

40 to 50 40 to 50

Petroleum asphalt- Fluxed native asphalt Fluxed native asphalt Petroleum asphalt Fluxed native asphalt Fluxed native asphalt

1 Graded bituminous concrete, southern United States or northern United States,

J heavy traffic. Sheet asphalt, northern United States, light or moderate traffic.

J-Sheet asphalt, southern United States or northern United States, heavy traffic.

Note.—The information as to intended use shown above is necessarily general in character and should not be interpreted too strictly. Varying combinations of climate, traffic, and nature of the nonbituminous portion of the road or pavement will often influence the selection of the bituminous material and its method of use. The right is reserved to make award for that type (or types) of asphalt, and from that source (or sources) which in the judgment of the purchaser is best suited for his particular requirements.

HI. MATERIAL AND WORKMANSHIP

1. The materials supplied under this specification

shall be asphalts prepared by the distillation of asphaltic petroleum or by the fluxing of hard

native asphalts with a suitable petroleum flux.

2. Those materials only which have been demonstrated by service tests as satisfactory for intended

use will be acceptable under this specification.

3. No mineral matter other than that naturally

contained in the asphalt shall be present.

IV. GENERAI REQUIREMENTS

The asphalt shall be homogeneous, free from water and shall not foam when heated to 175° C. (347°F.).

V. DETAIL REQUIREMENTS

1. Physical and chemical properties.—The respective types and grades shall meet the requirements

shown in the following table. 145
505.11 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

2. Uniformity.—The material furnished under

this specification for a given contract, type and

grade shall be uniform in character and shall not vary more than 10° C. in softening point from the

test limits specified in the following table, nor more

than 0.020 in specific gravity where no maximum

limit is specified.

VI. METHODS OF TESTING

Tests of the physical and chemical properties of the asphalt shall be made in accordance with the

following methods:

1. page

2. page

3. page

4. page

5. page

6. page

7. A. S.

Specific gravity.—A. S. T. M. D70, see 505.0, 125. Flash point.—A. S. T. M. D92, see 504.0,

90. Softening point.—A. S. T. M. D36, see 505.0, 121.

Penetration.—A. S. T. M. D5, see 505.0, 118.

Ductility.—A. S. T. M. D113-26T, see 505.0, 126. Loss on heating.—A. S. T. M. D6, see 505.0, 119. Bitumen (soluble in carbon disulphide).—

T. M. D4, see 505.0, page 117, (Pt. I),.

Physical and chemical properties

Designation AP-1-25 AB-1-25 AP-2-25 AB-2-25 AP-3-25 AB-3-25 AP-5-25 ]

(1) Specific gravity 25°/25c O. (77°/77° F.)

(2) Flash point, not less than °C._

(3) Softening point °C_.

(4) Penetration at 25° C. (77° F.), 100 g, 5

Min. 1. 000

175 35-55

120-150

1. 025-1. 050

175 35-45

120-150

Min. 1. 000

175 35-55

100-120

1. 04O-1. 060

175 40-50

100-120

Min. 1. 000

175 40-60

85-100

1. 050-1. 070

175 40-50

85-100

Min. 1. 010

175 40-60

60-7040

1 f> A. u

60.0

99.6

.2

(5) Ductility at 25° C. (77° F.) not less than.

(6) Loss at 163° C. (325° F.) 5 hours not more

(a) Penetration of residue at 25° C. (77° F.) 100 g, 5 seconds, as compared to penetration before heating, not less than per cent. _ (7) Bitumen (soluble in carbon disulphide), not less than. ... ...per cent-.

(o) Organic matter insoluble, not more

than. . per cent

1

60.0

99.5

0.2

3.0

60.0

95.0

1. U

60.0

99.5

.2

50.0

95.0

1.0

60.0

99.5

.2

0. U

50.0

95.0

(6) Inorganic matter insoluble.per cent 1. 5-2.

5

1.5-3 1. 5-3.

Designation AB-5-25 AP-6-25 AB-6-25 AT-6-25 AP-7-25 AB-7-25 AT-7-25

(1) Specific gravity 25°/25° C. (77°/77° F.).„

(2) Flash point, not less than °C~

.

(3) Softening point °C_.

(4) Penetration at 25° C. (77° F.), 100 g, 5 seconds

1. 050-1. 070

175 45-55

60-7040

3.0

50.0

94.5

Min. 1. 010

175 40-60

60-6040

1.0

60.0

99.5

.2

1. 050-1. 070

175 45-55

50-6040

3.0

50.0

94.0

1. 200-1. 250

175 45-55

50-60

40

3.0

50.0

68.0

Min. 1. 010

175 45-04

40-50

40

1.0

60.0

99.5

.2

1. 055-1. 075

175 45-55

40-50

40

3.0

50.0

94.0

1. 210-1. 270

175 60-60

40-5040

3.0

50.0

65.0

(5) Ductility at 25° C. (77° F.) not less than..

(6) Loss at 163° C. (325° F.) 5 hours not more

than per centCo) Penetration of residue at 25° C. (77° F.) 100 g, 5 seconds, as compared to penetration before heating, not less than per cent.

(7) Bitumen (soluble in carbon disulphide), not less than percent-.

(o) Organic matter insoluble, not more

than per cent . (6) Inorganic matter insoluble.per cent.. 2. 0-3. 5 2.5-4.0 20. 0-30. 2.5-4.0 22. 0-32.

505.12 Asphalt Pavements. (See 518.37.)

505.13 Asphalt Cement.

American Association of State Highway Officials, tentative standard specifications for highway materials, 1927. No. 18. Oil asphalt filler (type A). No. 19. Asphalt filler (type B). No. 20. Asphalt cement (prepared from petroleum) , penetration grades 30 to 40, 40 to 50, 50 to 60, 60 to 70. No. 21. Asphalt cement (prepared from petroleum), penetration grades 85 to 100, 100 to 120, 120 to 150. No. 22. Asphalt cement (prepared from native

asphalt), penetration grades 30 to 40, 40 to 50, 50

to 60, 60 to 70. No. 23. Asphalt cement (prepared from native

asphalt), penetration grades 85 to 100, 100 to 120, 120 to 150.

1. The product shall be homogeneous, free from

water, and shall not foam when heated to a temperature of 177° C, for Nos. 18 and 19, and 175° C.

for Nos. 20, 21, 22, and 23.

2. The product shall conform to the following

requirements:

1. Flash point, minimum C—

2. Softening point ° C~

3. Penetration:

0° C., 200 g 1 minute, minimum

25° C, 100 g 5 seconds

46° C ., 50 g 5 seconds, maximum

4. Loss on evaporation, 163° C, 5 hours, maximum per cent..

5. Penetration, 25° C, 100 g, 5 seconds on

residue from evaporation loss (basis of original penetration at 25° C, 100 g, 6 seconds) minimum per cent..

6. Ductility, centimeters, 25° C, mini- mum per cent..

7. Total bitumen (soluble in carbon disul- phide) minimum per cent._

8. Proportion of bitumen soluble in carbon

tetrachloride, minimum per cent..

No. 18 No. 19 No. 20

200 65-110

200

60-75

175

10 30-50

110

20 50-60

160 }»

1.0 1.0 1.0

50.0 50.0 60.0

(

3) 10-30 30

99.0 99.0 99.5

99.0 99.0 99.0

See footnotes at end of table.

146
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 505.13

1. Flash point, minimum ° C—

2. Softening point.- C~

3. Penetration:

0° C, 200 g, 1 minute, minimum

25° C, 100 g, 5 seconds

46° C ., 50 g, 5 seconds, maximum

4. Loss on evaporation, 163° C ., 5 hours, maximum per cent..

6. Penetration, 25° C, 100 g, 5 seconds on residue from evaporation loss (basis of original penetration at 25° C., 100 g, 5 seconds) minimum

per cent..

6. Ductility, centimeters, 25° C., mini- mum per cent..

7. Total bitumen (soluble in carbon di- sulphide) minimum per cent..

8. Proportion of bitumen, soluble in car- bon tetrachloride, minimum

per cent..

No. 21

175

(')

1.0

60.0

30 99.5

99.0

No. 22 No. 23

175

0)

3.0

50.0

30 '2T60.0

" B94.

99.0

(')

3.0

50.0

30 2B95.0

99.0

1 Insert penetration limits for grade desired. The exact penetration grade to be used depends on the type of road, climatic conditions, and kind and nature of traffic.

J T for Trinidad asphaltic cement; B for Bermudez asphaltic cement.

3 Sampling and testing: Test methods listed below in table of A. S. T. M. asphalt cement specifications. Also U. S. Department

of Agriculture, Bull. 1216, method of test for proportion of bitumen

soluble in carbon disulphide, 505.0, p. 143. American Association of State Highway Officials, standard specifications for highway bridges and

incidental structures, 1928. BITUMINOUS MATERIALS

ASPHALT FOE BITTJMINO TJS CARPETS The asphalt for either mixed or penetration asphalt

bituminous carpets on concrete or wood bridge

floors shall be an asphaltic cement conforming to either (A) or (B) as follows: (A) Specification No. 21, American Association of State Highway Officials (given above), with the

following exceptions:

1. The penetration grade requirement must be

within the limits 85 to 100.

2. Add to No. 21 a requirement for specific

gravity at 25°/25° C, not less than 1.0.

3. Ductility, centimeters, 25° C. minimum 75. Note.—The ductility test shall be made at the penetration specified for use. (B) Specification No. 23 (above) with the follow- ing exceptions:

1. The penetration grade requirement must be

withing the limits 85 to 100.

2. Add to No. 23 a requirement for specific

gravity at 25725° C, not less than 1.03.

3. Ductility, centimeters, 25° C. minimum 50. Note. —The ductility test shall be made at the penetration specified for use. American Society for Municipal Improvements,

specifications for cut-back asphalt cement, optional

with high and low carbon tars for road surface treatment, 1922. See A. S. M. I. specifications for broken stone and

gravel roads, 512.15, page 245. American Society for Testing Materials, asphalt cement. The society has prepared 10 tentative specifica- tions for asphalt cement according to grades of penetration, as follows:

Serial designation: D99-26T, 1926, asphalt cement,

40 to 50 penetration, for use in sheet asphalt and

asphaltic-concrete pavements and as filler for brick and block pavements.67 D100-26T, 1926, penetration 50 to 60, for use in sheet asphalt and asphaltic-concrete pavements and

as filler for block pavements.68 D101-26T, 1926, penetration 60 to 70, for use in sheet asphalt, asphaltic-concrete, and asphaltmacadam pavements and as filler for block pavements.68 D102-24T, 1924, penetration 85 to 100, forl'use in asphalt-macadam pavements.

D103-24T, 1924, penetration 100 to 120, for use

in asphalt-macadam pavements.

D133-23T, 1923, penetration 10 to 15, for the manufacture of asphalt block. D134-23T, 1923, penetration 15 to 25, for the manufacture of asphalt block. D135-23T, 1923, penetration 120 to 150, for use in asphalt-macadam pavements.

D163-23T, 1923, penetration 25 to 30, for use in sheet asphalt and asphaltic-concrete pavements.

D164-23T, 1923, penetration 30 to 40, for use in sheet asphalt and asphaltic-concrete pavements.

The asphalt shall be homogeneous and free from

water. It shall conform to requirements as listed

in the accompanying table.

" As a filler the asphalt cement is not to be used in admixtures

with sand.

48 For use as filler for block pavements the asphalt should be mixed with a suitable proportion of sand.

D99-26T D100-26T D101-26T D102-24T D103-24T D133-23T D134-23T D135-23T D163-23T D164- 23T

(1) Penetration at 25° C. (77° F.)

100 g, 5 seconds 40-50 50-60 60-70 85-100 100-120 10-15 15-25 120-150 25-30 30-40

(2) Flash point (open cup) mini- f 175° C. 175° C. 175° C. 175° C. 175° C. 200° C. 200° C. 175° O. 175° C. 175° C. mum \(347° F.) (347° F.) (347° F.) (347° F.) (347° F.) (392° F.) (392° F.) (347° F.) (347° F.) (347° F.)

(3) Loss on heating at 163° C. (325° F.) 50 g, 5 hours, maximum

per cent.. 2 2 2 2 2 1 1 2 2 2

(a) Penetration of residue at 25° C. (77° F.) after heating

at 163° C. (325° F.) of 100 g, 5 seconds, as compared with

penetration of asphalt ce- ment before heating, mini- mum per cent.. 60 60 60 60 60 50 50 60 60 60

(4) Ductility at 25° C. (77° F.) cm. Min. 30 Min. 30 Min. 30 Min. 30 Min. 30 5-15 5-20 Min. 30 Min. 15 Min. 25

(5) Proportion of bitumen soluble

in carbon tetrachloride, min- imum per cent.. 99 99 99 99 99 99 99 99 99 99

The properties enumerated in the accompanying table shall be determined in accordance with the following methods of test of the Ameri- can Society for Testing Materials:

(a) Penetration.—Standard method of test for penetration of bituminous materials (serial designation: D5, see 505.0, p. 118).

(i>) Flash point.—Standard method of test for flash and fire points by means of open cup (serial designation: D92, see 504.0, p. 90).

(c) Loss on heating.—Standard method of test for loss on heating of oil and asphaltic compounds (serial designation: D6, see 505.0, p. 119).

(d) Ducilitv.—Tentative method of test for ductility of bituminous materials (serial designation: D113-26T, see 505.0, p. 126).

(e) Proportion of bitumen soluble in carbon tetrachloride.—Tentative method of test for the determination of proportion of bitumen soluble

In carbon tetrachloride (serial designation: D165, see 505.0, p. 135). Note.—When less than 99 per cent of the asphalt cement is soluble in carbon tetrachloride, the per centage of bitumen (solubility in carbon disulphide) shall be reported.

147
505.13 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

American Society for Testing Materials, tentative

specifications for acid-resisting asphalt mastic,

serial designation D223-25T, 1925. This specification is the same as A. S. T. M. D169

(see 505.16, p. 152), with the following exceptions:

The grade of asphalt mastic covered by these

specifications is suitable for waterproofing, tank

linings, floors, etc., where dilute mineral acids at temperatures below 100° F. (38° C.) are encountered. The matter insoluble in pure benzol shall contain not more than 5 per cent by weight of material

soluble in hydrochloric acid. The mineral aggregate shall contain not more

than 5 per cent by weight of material soluble in hydrochloric acid and shall be free from carbonates. The weight per mastic cake for this specification

shall be not more than 80 pounds.

Federal Specifications Board, specification No.

380, United States Government master specifica- tion for asphalt plastic cement.

I. GRADE

Asphalt plastic cement shall be of one grade only, as hereinafter described.

II. MATERIAL

The cement shall be composed entirely of an

asphaltic base, asbestos fiber, and a suitable solvent and shall be of such a consistency that it can be

applied easily with a trowel. in. DETAIL REQUIREMENTS

1. Condition in container.—The plastic cement

shall be a smooth homogeneous mixture and shall not separate, thicken, or liver in the container.

2. Nonvolatile matter.—The plastic cement shall yield not less than 70 per cent of nonvolatile matter when 10 g are heated in an oven at 105° C. (221° F.) for 24 hours.

3. Asbestos fiber.—The plastic cement shall contain not less than 15 per cent and not more than 25

per cent of asbestos fiber. The asbestos fiber shall be not less than one-fourth inch in length and shall be free from coarse particles.

4. Workability —The plastic cement shall spread

readily without drawing or pulling when applied

with a trowel to prepared roofing, asphalt saturated rag felt, and to metal and concrete surfaces.

5. Time of setting.—When applied in a layer of from one-sixteenth to one-eighth inch, the cement

shall set throughout within 24 hours to a tough

plastic coating free from blisters.

6. Behavior at 60° C. (140° F.)

.

—A patch of the cement one-sixteenth to one-eighth of an inch in thickness applied to the material upon which it is to be used, after drying for 72 hours, on exposure to a temperature of 60° C. (140° F.) for five hours shall not sag or slip more than one-fourth of an inch and

shall not blister. In addition, in the case of pre- pared roofing or saturated felt, it shall not be

absorbed into the roofing or felt. 7. Behavior at 0° C. (82° F,).— A patch of the cement one-sixteenth to one-eighth of an inch in thickness after drying for 72 hours and after exposure to a temperature of 60° C. (140° F.) for five hours shall be plastic and adhere well to prepared

roofing, saturated felt, metal, and concrete after exposure at 0° C. (32° F.) for one hour.

8. Toughness.—A patch of the cement one-six- teenth to one-eighth of an inch in thickness after drying for 24 hours and after exposure to a temperature of 60° C. (140° F.) for 24 hours and cooling

to 21° to 25° C. (70° to 77° F.) shall not crack nor break from the roofing or metal when bent quickly over a mandrel 1 inch in diameter.

IV. METHODS OF SAMPLING AND TESTS

1 . Sampling.—From each shipment the inspector

shall take at random a number of packages equivalent to one-half the cube root of the total number

of packages in the lot. If this proves to be a frac- tional number it shall be expressed as the next

higher whole number. The contents of each package

selected shall be thoroughly stirred until a homogeneous mixture is obtained. One pint of the cement shall then be immediately drawn from each

package and transferred to a clean receptacle of a

suitable size which shall be kept tightly covered

except while the cement is being introduced. After

all the pint samples have been entered the contents

of this container shall be thoroughly stirred and two

1-quart samples of the composite sample shall be

transferred to clean dry containers, shall immediately

be stoppered with new clean corks or well fitting covers or cans, sealed, and distinctly labeled. One sample shall be transmitted to the testing

laboratory and the other retained for check analysis

in case of dispute.

2. Laboratory examination.—(a) Condition in

container.—Open the container when received at the laboratory and examine its contents. The

cement shall be a smooth, homogeneous mixture and

shall not show any separation, thickening, or livering.

(b) Nonvolatile matter.—Weight about 10 g of the sample in a weighed flat-bottomed metal dish about 5 to 8 cm in diameter or a friction top can

plug. Heat the dish with its contents in an oven

maintained at 105° C. (221° F.)±3° C. (5° F.) for 24 hours, cool, and weight. From the weight of the residue left in the dish and from the weight of the

original sample taken compute the percentage of nonvolatile matter.

(c) Asbestos fiber.—Weigh from 2 to 5 g of the cement into a small beaker add 25 to 50 cc of carbon

bisulphide, stir thoroughly until mixed and allow

to stand for 15 minutes. Filter the solution through

a weighed Gooch crucible prepared with a medium

thick mat of asbestos, using suction if necessary to

aid filtration. Wash the residue in the crucible with

cold carbon bisulphide until the washings are colorless, dry the crucible with its contents in air at room

temperature until the odor of carbon bisulphide has

almost disappeared and then for 1 hour in an oven

at 100° to 105° C. (212° to 221° F.), cool, and weigh.

From the weight of the insoluble matter in the

crucible and the weight of the sample taken, compute the percentage of matter insoluble in carbon

bisulphide and consider it as asbestos. Separate

the layer of insouble matter obtained from the cement from the asbestos mat in the crucible and

examine portions of it under the microscope in order

to determine the length of fiber and the presence

of materials other than asbestos fiber. Ignite also a weighed portion of the insobule matter to a red heat for one-half hour, cool, and weigh. The residue obtained shall not be less than 80 per cent of the sample taken.

(d) Workability.—Spread the cement with a

trowel to a thickness of one-sixteenth to one-eighth

of an inch on asphalt prepared roofing, asphalt

saturated felt, a clean piece of metal, and to a concrete surface free from dust. The cement shall spread easily without drawing or pulling.

(e) Time of setting.—Apply the cement to a thick- ness of one-sixteenth to one-eighth of an inch as above to prepared roofing, asphalt saturated felt, metal, and concrete. Place the test pieces so pre- pared in a horizontal position in a well-ventilated room, but not in the direct rays of the sun. Test

the coating at points not less than 2\i cm (1 inch)

from the edges by touching lightly with the finger.

The cement is considered to have set throughout to a tough plastic mass when gentle pressure of the finger

148
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 505.15

does not move the coating and none of the coating adheres to the finger.

(J) Behavior at 60° C. (140° F.).—Prepare test pieces as in IV 2 (tf) and allow to dry for 72 hours in a well-ventilated room. Now suspend the test pieces vertically for five hours in an oven maintained

at 60° C. (140° F.). On examination at the end of this period the coating shall not show blistering,

sagging, or slipping of more than one-quarter of an

inch and in the cases of test pieces prepared on

roofing and saturated felt there shall be no absorption of the cement into the roofing or felt.

(g) Behavior at 0° C. {32° F.).—Prepare test pieces as in IV 2 (d) and allow to stand in a well- ventilated room for 72 hours. Now expose these

test pieces for five hours to a temperature of 60°

C. (140° F.) as in IV 2 (<?), and at the end of this period cool to room temperature and then immerse

in a water bath at a temperature of 0° C. (32° F.) for one hour. On examination at the end of this one-hour period the patch shall be plastic and

adhere well to the surface upon which it has been

applied.

(h) Toughness.—Prepare test pieces on metal and

saturated felt as in IV 2 (d) and allow to stand in a

well-ventilated room for 72 hours. Expose these

pieces as in IV 2 (e) to a temperature of 60° C. (140° F.) for five hours. At the end of this period remove from the oven and cool to a temperature of 21° to 25° C. (70° to 77° F.) and bend quickly over

a mandrel 1 inch in diameter. In bending, the prepared roofing and metal should be next to the mandrel.

V. NOTES

Asphalt plastic cement is intended for use in the construction of plastic flashings in conjunction with

bituminous roofing, for the repair of asphalt and

metal roofing and as an expansion joint material for concrete and masonry. 505.14 Oil Asphalt.

American Association of State Eighway Officials, tentative standard specifications for highway materials, 1927. See 505.13, page 146. American Railway Association, signal section,

specification 6117, 1917, petroleum asphaltum, to protect insulated wires in trunking.

1. MATERIAL

(a) The asphaltum shall be homogeneous and free from granular constituents.

(6) It shall be free from creosote, alkali, acid, free sulphur, and water.

(c) It shall be insulating, moisture proof, and

insoluble in water.

(d) The melting point shall be not under 71.1° C.

(160° F.) nor over 85° C. (185° F.).

(e) It shah not flash below 176.6° C. (350° F.).

(J) It shall be soluble in pure carbon bisulphide to the extent of 98 per cent.

(g) The penetration shall conform to the require- ments of the following table:

Temperature Weight Time Tenths of milli- meters

"C. "F. Q Seconds

32 200 60 25 minimum.

25 77 100 5

fiO minimnTn

\80 maximum.

46.1 115 50 5 130 maximum.

2. INSPECTION

Inspection requirements same as inspection items

(a), (6), and (c) of A. R. A. signal section, specifica- tion 11328. (See 522, p. 491.)

3. TESTS

(a) When required, manufacturer shall provide at point of production, apparatus and labor for making

tests.

(6) In testing for free sulphur, a copper band

){ by 6 inches, after being polished clean and then

immersed one-third its length in a sample of asphaltum at a temperature of 121.1° C. (250° F.) for

five minutes when cleaned with kerosene or benzol,

shall not show a discoloration on the surface that came in contact with the asphaltum.

Melting point.—This test is similar to A. S. T. M.

D36. (See 505.0, p. 121.) Penetration.—This test is similar to A. S. T. M.

D5. (See 505.0, p. 118.)

4. MARKING

(a) Purchaser's order and requisition number, name of consignor, and name and address of consignee, also detail of contents, shall be plainly

marked on outside of package.

(b) Shipping memoranda shall be furnished. It

shall show, in detail, the contents of boxes, barrels, or packages, also all loose pieces.

5. PACKING

(a) Material shall be protected so as to permit

convenient handling and to prevent loss or damage

during shipment.

(6) Material shall be placed in

{w^

d

E£ds}

holding approximately 450 pounds each. American Society for Municipal Improvements,

specification for asphaltic oil for hot-surface treat- ment, optional with refined tar A or refined tar B. See specification for broken stone or gravel roads,

512.15, page 245. 505.15 Asphalt and Other Bituminous Fillers. American Association of State Eighway Officials, standard specifications for bridges and incidental

structures, 1928. BITUMINOUS MATERIALS

FILLERS

1 . Asphalt filler for brick-wearing surfaces, woodblock floors, and poured-expansion joints shall be an

asphalt oil conforming to the requirements of either

specification No. 18 or No. 19, American Association

of State Highway Officials, tentative standard specifications for highway materials. (See 505.13, p. 146.)

2. Pitch filler for wood-block floors shall be a

straight-run residue obtained entirely from the distillation of coal tar and shall conform to the following

requirements:

(1) Specific gravity, 25° C./25° C. (77° F./77° F.), 1.24 to 1.32.

(2) Softening point, 50° C. (122° F.) to 56° C.

(133° F.).

(3) Bitumen (soluble in carbon disulphide) , 63 to 78 per cent.

(4) Specific gravity of distillate up to 355° C, not

less than 1.07 at 38° C. compared with water at

15.5 C.

3. Premolded expansion joint fillers, same as specification No. 33, American Association of State High149
505.15 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

way Officials, tentative standard specifications for highway materials. (See below.)

American Association of State Highway Officials, tentative standard specifications for highway

materials, 1927. Bituminous sand. (See 512.12, p. 220.) American Association of State Highway Officials, tentative standard specifications for highway materials, 1927. See 505.13, page 146. American Association of State Highway Officials, tentative standard specifications for highway

materials, 1927.

NO. 33. PREMOLDED EXPANSION JOINTS

1. The bituminous premolded joint shall be of the dimensions shown on the plans or in the estimate

and shall be of asphaltic or tar composition of approved quality. The joint shall be of such

character that it will not be deformed by ordinary

handling during the hot summer months or become

hard and brittle in cold weather. Thin strips of

stifl'ener will be allowed. The bitumen shall be

uniformly impregnated with suitable filler, to reduce

its brittleness at low temperatures to a minimum,

PHYSICAL PROPERTIES

(a) Absorption.—When a specimen 2 by 6 inches cut from the joint material is immersed in water

for 24 hours it shall absorb not more than 5 per

cent by weight.

(6) Brittleness.—The bituminous premolded joint

shall not crack or shatter when subjected to the

following tests: The sample to be tested, 2 by 6

inches, is clamped between two boards so that the expansion joint cantilevers Z]>i inches, same being

held in any suitable support. A cast-iron ball weighing 0.95 pound and having a diameter of 1.875 inches is suspended by a cord which is tied to an

eyelet soldered to the ball. For samples having a thickness of one-half inch and less, the ball is sus- pended 1 foot above the center of the projected

portion of the specimen. For samples over one-half inch in thickness the ball is suspended 2 feet above

the specimen. (The ball is released by burning

the string above the eyelet.) The test is made on

the sample after it has been maintained at a temperature of from 4° to 6° C. for at least two hours

prior to testing.

(c) Distortions.—The sample shall not show a

deflection from horizontal of more than 1 inch when

subjected to the following test: The sample 2 by 6 inches absolutely flat and straight is clamped be- tween two blocks so that the expansion joint canti- levers 3.5 inches. The clamp, with the expansion

joint, is then placed in an oven at 125° F. and left therein for two hours. American Society for Testing Materials, tentative

specifications for asphalt filler for brick pavements

(blown type). Serial designation D241-26T, 1926.

1. The asphalt filler shall be homogeneous and

free from water, and shall not foam when heated to 200° C. (392° F.) . It shall conform to the follow- ing requirements:

(a) Flash point (open cup) not less than 200° C.

(392° F.).

(6) Softening point (ring and ball method), 65°

C. (149° F.) to 110° C. (230° F.).

(c) Penetration at 0° C. (32° F.), 200 g, 1 minute, not less than 10. Penetration at 25° C.

(77° F.), 100 g, 5 seconds, 30 to 50. Penetration

at 46.1° C. (115° F.), 50 g, 5 seconds, not more than

110.

(d) Loss on heating at 163° C. (325° F.), 50 g, 5 hours, less than 1.0 per cent. Penetration at 25° C. (77° F.), 100 g, 5 seconds, of residue after heating

at 163° C. (325° F.) as compared with penetration

of asphalt filler before heating, not less than 60 per

cent.

(e) Ductility at 25° C. (77° F.), not less than 3 cm.

(J) Proportion of bitumen soluble in carbon

tetrachloride, not less than 99 per cent. Note.—When less than 99 per cent of the asphalt filler is soluble

in carbon tetrachloride, the percentage of bitumen (solubility in carbon disulfide) shall be reported.

2. The properties enumerated in these specifica- tions shall be determined in accordance with the

following methods of test of the American Society

for Testing Materials:

(a) Flash point.—1)92. (See 504.0, p. 90.)

(b) Softenting point—D36. (See 505.0, p. 131.)

(c) Penetration.—D5. (See 505.0, p. 118.)

(d) Loss on heating.—D6. (See 505.0 p. 119.)

(e) Ductility—D113-26T. (See 505.0, p. 126.)

(/) Proportion of bitumen soluble in carbon tetra- chloride.—B1Q5. (See 505.0, p. 135.) American Society for Testing Materials, tentative

specifications for mineral filler for sheet asphalt and

bituminous concrete pavements, serial designation

D242-26T, 1926.

1. The mineral filler shall consist of limestone

dust, Portland cement, or other mineral matter from sources agreed upon between the purchaser

and seller.

2. Material shall be thoroughly dry and free from

lumps consisting of aggregations of fine particles.

It shall meet the following requirements for mechanical analysis:

Per cent Passing No. 200 sieve, not less than 65 Total passing No. 80 sieve, not less than 95 Total passing No. 30 sieve 100 3. The mechanical analysis shall be determined

in accordance with A. S. T. M. D7 (see 512.12,

p. 234), using only the Nos. 30, 80, and 200 sieves. Federal Specifications Board, specification No.

277, United States Government master specification

for petroleum asphalt for joint filler, May 8, 1925

(squeegee or pouring method) (type PAF-1-25).

(This specification is the same as American

Society for Testing Materials, serial designation

D241-26T (see above), with the exception of the

ductility requirement, which for this specification

is 2 cm.) Federal Specifications Board, specification No.

463, United States Government master specification

for mineral asphalt filler for sheet asphalt or asphaltic concrete pavements (Portland cement, limestone

dust, and dolomite dust), January 25, 1927. (This specification is similar to American Society

for Testing Materials, serial designation D242-26T,

1926, omitting the 80-mesh sieve test.) National Paving Brick Manufacturers' Association,

recommended specifications for oil asphalt filler, squeegee method.

(These specifications are substantially the same

as American Society for Testing Materials, serial designation D241-26T, with the exception that this specification requires not less than 99 per cent total bitumen (soluble in carbon disulphide). This

organization also has rules for applying the filler.) National Paving Brick Manufacturers' Association,

1924, recommended specifications for premolded

expansion joint.

QUALITY

Expansion joint shall be a bituminous material

unaffected by the action of water or street liquids

and shall be of such consistency that the penetration

registered by a Roberts sharp No. 2 needle under a

weight of 200 g for one minute at a temperature of 32° F. shall be not less than 20 and when penetrated

by a No. 2 needle under 50 g for five seconds at a

temperature of 115° F„ shall be not over 100, 150
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 505.16

DIMENSIONS

Joint shall be not less than three-fourths inch in thickness and not less than depth of the brick in width. PLACING

Expansion joint shall be placed immediately prior to laying the brick-wearing surface. It shall be placed with ends of strips closely joined and in such manner that when brick are rolled the top of joint shall be flush with the top of pavement.

505.16 Asphalt for Roofing and Waterproofing. (See also 505.36.)

American Association of State Highway Officials, standard specifications for highway bridges and

incidental structures, 1928. WATERPROOFING

(This specification contains construction directions

for asphalt, fabric, and joint filler waterproofing.)

American Association of State Highway Officials, standard specifications for highway bridges and

incidental structures, 1928. BITUMINOUS MATERIALS

WATERPROOFING MATERIALS

1. Waterproofing asphalt shall be the product of the distillation and refining of crude asphaltic

petroleum. It shall be free from coal-tar pitch or any of its derivatives.

2. Horizontal joint filler shall be a straight refined

oil asphalt.

The materials shall conform to the following

requirements:

1. Flash point, minimum ° C

2. Penetration:

0° C. 200 g, 1 minute, minimum

25° C. 100 g, 5 seconds

46° C. 50 g, 5 seconds, maximum

3. Loss on heating at 163° C, 50 g, 5 hours, maximum per cent..

4. Ductility:! At 25° C. 5 cm per minute, minimum

At 4.4° C. 1 cm per minute, minimum

5. Total bitumen (soluble in carbon disul- phide), minimum per cent..

6. Penetration, 25° C. 100 g, 5 seconds of residue after heating, as compared to penetration before heating, minimum

per cent_.

7. Softening point ° C

Waterproofing asphaltHorizontal joint

filler i

200 232

10 25-50

100

15 50-60 300

1 0.5

254

85

99.5 99.5

80

65. 5-76. 7 48. 9-54. 4

1 Vertical joint filler, for use in vertical joints in waterproofing work shall be an asphalt conforming to the requirements specified above for horizontal joint filler, to which has been added 20 per cent by weight of asbestos fiber. The incorporation of the asbestos fiber with the asphalt shall be done at the factory of the manufacturer to insure a uniform distribution of the fiber throughout the mix.

' A higher ductility than that specified is desirable, provided that the material conforms in all other respects to the specified require- ments. INSPECTION AND DELIVERY

All waterproofing materials shall be tested before shipment. Unless otherwise ordered by the engi- neer, they shall be tested at the place of manufacture and when so tested a copy of the test results shall be sent to the engineer by the chemist

or inspection bureau which has been designated to make the tests, and each package shall have affixed to it a label, seal, or other mark of identification showing that it has been tested and found acceptable, and identifying the package with the labora- tory tests. Factory inspection is preferred, but, in lieu thereof, the engineer may order that representative

samples, properly identified, be sent him for test prior to shipment of the materials. After delivery

of the materials, representative check samples

shall be taken which shall determine the acceptability of the materials.

All materials shall be delivered on the work in the original containers, plainly marked with the manufacturer's brand or label. SAMPLING AND TESTING

See 505.31, page 174, test methods listed following

table of A. S. T. M. asphalt cement specifications, also United States Department of Agriculture

Bulletin 1216, method of test for proportion of bitumen soluble in carbon disulphide, 505.0, page 143. Note.—The full text of this specification includes requirements and tests for waterproofing fabric. American Railway Engineering Association, specifications for buildings for railway purposes, 1929. BUILT-UP ROOFING

See 518.57, page 427. American Society for Testing Materials, standard

specifications for (1) asphalt for use in damp proofing

and waterproofing below ground level, serial designation D40-25, 1925, and (2) standard specifications

for asphalt for use in damp proofing and waterproofing above ground level, serial designation

D144-25, 1925. The asphalts shall be homogeneous and free from

water. They shall conform to the following

requirements:

Softening point (ring and ball method) .

Penetration at

(a) 25° C, 100 g, 5 seconds

(6) At 0° C, 200 g, 60 seconds.,

(c) At 46.1° C, 50 g, 5 seconds. Flash point (open cup), minimum

Loss on heating at 163° C, 50 g, 5 hours, maximum per cent.. Penetration at 25° C, 100 g, 5 seconds of resi- due after heating at 163° C, as compared

with penetration of asphalt before heating, minimum per cent.. Ductility at 25° C, minimum cmInsoluble in carbon disulphide, maximum

per cent..

D40-25

46. 1°- 62.7° C.

(115°-

145° F.)

50-100

175° C.

(347° F.)

D144-25

65. 5°-

76. 7° C.

(150°-

170° F.)

25-50 Min. 10 Max. 100

204.4° C.

(400° F.)

60

15

SAMPLING

The sampling shall be performed in accordance

with A. S. T. M. D140. (See 505.0, p. 128.) ADDITIONAL INFORMATION

DJ^O-25.—1. These specifications cover asphalt

suitable for use as a mopping coat in damp proofing,

or as a plying cement in the construction of a membrane system of waterproofing below ground level, under uniformly moderate temperature conditions both during the process of installation and during

service. Such asphalt is not intended to be heated

above 400° F. (204.4° C.) during its application.

2. The grade of asphalt covered in these specifications is suitable for damp proofing and waterproofing foundations, tunnels, subways, etc.

100925°—30 11 151
505.16 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Dm~25.—1. These specifications cover asphalt

suitable for use as a mopping coat in damp proofing or as a plying cement in the construction of a membrane system of waterproofing above ground level, where not exposed to a temperature exceeding

46° C. (115° F.). It may be used below ground

level. Such asphalt is not intended to be heated

above 450° F. (232.2° C.) during its application.

2. The grade of asphalt covered in these specifica- tions is suitable for damp proofing and waterproofing

railroad bridges, tanks, retaining walls, culverts, dams, conduits, etc. The properties enumerated in these specifications

shall be determined in accordance with the following

methods of test of the American Society for Testing

citen.s>ls

* (a) Softening point.—D36. (See 505.0, p. 131.)

(b) Penetration—D5. (See 505.0, p. 118.)

lc) Flash point—D92. (See 504.0, p. 90.)

(d) Loss on heating.—D6. (See 505.0, p. 119.)

(e) Ductility—B113. (See 505.0, p. 126.)

(/) Insoluble in carbon disulphide.—D4. (See

505.0, p. 117.) American Society for Testing Materials, standard

specifications for primer for use with asphalt in damp proofing and waterproofing below and above

ground level, serial designation D41-26, 1926.

1. These specifications cover asphaltic primer for

use, when specified, with asphalt in damp proofing

and waterproofing below or above ground level, for application to concrete and masonry surfaces. SAMPLING

2. From each shipment or portion thereof repre- senting primer of the same kind, a number of packages shall be selected at random equivalent to the cube root of the total number of packages in the

lot. If the cube root as calculated proves to be a

fractional number, it shall be expressed as the next

higher whole number. For convenience, the fol- lowing table is given, showing the number of samples

to be selected for shipments of various sizes:

Packages in shipment Packages

selected Packages in shipment Packages

selected

2 to 8 2 217 to 343 7 9 to 27 3 344 to 512 8

28 to 64 4 513 to 729 9

65 to 125 5 730 to 1,000 10 126 to 216 6 1,001 to 1,331 11

3. By means of a paddle, the contents of each package selected shall be thoroughly stirred so as to bring all portions thereof into uniform distribution. With an appropriate sampler, not less than 1 pint

of the primer shall be immediately drawn from the

center of each package and transferred to a clean receptacle of suitable size, which in turn shall be

kept tightly covered, prior and immediately after said samples are being introduced. After all the

pint samples have been added, the contents of the container shall be thoroughly agitated, whereupon

1 quart of the mixture shall immediately be trans- ferred to a clean quart can provided with a tightly

fitting screw cap, which shaU be immediately fas- tened in place. This sample shall be considered as representative of the shipment and shall be trans- mitted to the laboratory for examination, bearing a

suitable tag or other means of identification. PROPERTIES

4. The asphaltic base used in preparing the primer

shall meet the requirements specified in A. S. T. M.

D40. (See 505.16, p. 151.)

5. The solvent used in preparing the primer shall be a hydrocarbon distillate having an end point on

distillation of not above 250° C. (500° F.), of which

not more than 20 per cent shall distill under 120° C.

(248° F.).

6. The primer shall be free from water and shall conform to the following requirements:

(a) Sediment, not more than 1 per cent; (6) asphaltic base by weight, 25 to 35 per cent. METHODS OF TESTING

7. The properties enumerated in these specifica- tions shall be determined in accordance with the

following methods of test of the American Society

for Testing Materials except as specified in para- graph (c): (a) Distillation.—D86. (See 503.0, p. 44.)

(6) Sediment—D96. (See 502.2, p. 39.)

(c) Weight of asphaltic base present.—D255. (See

505.0, p. —.) American Society for Testing Materials, standard

specifications for asphalt mastic for use in waterproofing, serial designation D169-25, 1925.

1. (a) These specifications cover the materials

for asphalt mastic suitable for use in waterproofing,

consisting of mastic cake, asphalt, cement, and mineral aggregate.

(b) The grade of asphalt mastic covered by these

specifications is suitable for waterproofing bridges,

floors, reservoirs, subways, etc.

2. This asphalt mastic is a mixture of mastic

cake, asphalt cement, and mineral aggregate, which

at a temperature of approximately 205° C.(400° F.)

is sufficiently plastic to be poured into place and

compressed with a wooden trowel or equivalent tool into a compact mass. As used for strictly waterproofing purposes the mastic cake, asphalt cement, and mineral aggre- gate are combined under heat and manual stirring

in substantially the following proportions by weight:

Per cent Mastic cake 48 Asphalt cement 5 Mineral aggregate 47

3. (a) The mastic cake shall conform to the fol- lowing requirements:

Weight per cake, not more than 75 pounds.

Soluble in pure benzol, 14 to 18 per cent by weight.

Insoluble in pure benzol, 82 to 86 per cent by weight.

(6) The matter soluble in pure benzol shall be

asphalt cement, which after recovery from the mastic

cake shall conform to A. S. T. M. D163-23T. (See

505.13, p. 147.)

(c) The matter insoluble in pure benzol shall be

granular mineral matter which after recovery from

the mastic cake shall conform to the following re- quirements as to grading:

Passing No. 200 sieve, not less than 25 per cent. Passing No. 10 sieve, retained on No. 50 sieve, not more than 25 per

cent. Retained on No. 10 sieve, not more than 1 per cent.

4. The asphalt cement shall conform to the re- quirements of A. S. T. M. D163-23T.

5. The mineral aggregate shall be gravel or crushed stone and sand conforming to the following

requirements as to grading:

Passing No. 200 sieve, none.

Passing No. 50 sieve, retained on 200-mesh sieve, not more than 25 per cent. Passing No. 10 sieve, retained on No. 50 sieve, not less than 25 per

cent. Passing No. 4 sieve, retained on No. 10 sieve, not less than 50 per

cent. Retained on No. 4 sieve, not more than 10 per cent.

6. The properties enumerated in these specifica- tions shall be determined in accordance with

A. S. T. M. D147. (See 505.0, p. 133.)

152
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 505.16

American Society for Testing Materials, standard

specifications for bituminous grout for use in waterproofing above ground level, serial designation

D170-25, 1925.

1. (a) These specifications cover the materials for bituminous grout suitable for use in waterproofing

above ground level, either as a protective covering

of membrane systems of waterproofing or for bed- ding brick or filling the joints or flooding the sur- face of a brick protective covering.

(6) The grade of bituminous grout covered by

these specifications is suitable for waterproofing

railroad bridges, culverts, subways, etc.

2. This bituminous grout is a mixture of substantially 45 parts by weight of bituminous binder and

55 parts by weight of mineral aggregate as coarse as sand, which becomes sufficientlv fluid when heated

to approximately 205° C. (400°" F.) to flow without

mechanical manipulation, and which on cooling

congeals to a compact mass.

3. The bituminous binder shall consist of either asphalt binder or coal-tar pitch as follows:

(a) The asphalt binder shall conform to the re- quirements of A. S. T. M. D144. (See 505.16, p. 151.)

(6) The coal-tar pitch shall conform to either of the following standard specifications of the Ameri- can Society for Testing Materials.

(1) D42. (See 505.36, p. 178.)

(2) D200. (See 505.36, p. 178.)

4. The mineral aggregate shall consist of silicious sand, all of which will pass a No. 20 sieve, and not more than 5 per cent of which will pass a No. 200

sieve.

5. The properties enumerated in sections 2 and 4

shall be determined in accordance with A. S. T. M.

D147. (See 505.0, p. 133.) American Society for Testing Materials, standard

specifications for bituminous grout for use in waterproofing below ground level, serial designation

D171-25, 1925. (This specification is the same as A. S. T. M.

Dl 70-25, with the exception of paragraphs numbered 1, 2", and 3 (a), which for this specification are as follows:)

1. (a) These specifications cover the materials

for bituminous grout suitable for use in waterproofing below ground level, either as a protective cover- ing of membrane systems of waterproofing or for bedding brick or filling the joints or flooding the

surface of a brick protective covering.

(6) The grade of bituminous grout covered by

these specifications is suitable for waterproofing

tunnels, subways, etc.

2. This bituminous grout is a mixture of substantially 45 parts by weight of bituminous binder and

55 parts by weight of mineral aggregate as coarse as sand, which becomes sufficientlv fluid when heated

to approximately 149° C. (300° ~F.), to flow without

mechanical manipulation, and which on cooling congeals to a compact mass.

3. (a) The asphalt binder shall conform to the re- quirements of A. S. T. M. D40. (See 505.16, p. 151.) American Society for Testing Materials, standard

specifications for woven cotton fabrics saturated with bituminous substances for use in waterproofing,

serial designation D173-27, 1927.

1. These specifications cover bituminized cotton

fabric, composed of woven cotton cloth waterproofed

with either asphalt or coal-tar pitch, as specified by

the purchaser, for use in the membrane system of waterproofing.

2. In the process of manufacture, the dry cotton

fabric shall be thoroughly and uniformly water- proofed with an asphaltic or coal-tar pitch saturant, at a temperature and speed which will not injure the fabric. This shall be accomplished by passing

the fabric through the saturant and then calendering

it in the presence of heat, whereupon it shall be

cooled and wound into rolls.

3. The material shall conform to the require- ments listed in the following table, which also gives

requirements for A. S. T. M. serial designation

D174-25:

Physical properties D173-27 D174-25

A. Bituminized fabric:

1. Width inches.. 30-38 30-38

2. Gross weight per roll pounds.. 35-80 35-80

3. Weight of wrapping and mandrel per roll, maximum pounds 2.5 25

4. Average net weight per square yard, mini- mum. ounces.. 11 20

5. Weight of detached comminuted surfacing per 100 square feet, maximum pounds.. 1 1

6. Moisture content based on net weight

maximum per cent 1 1

7. Average strength at 70° F.i (21.1° C):

(a) Lenthwise of roll, minimum__pounds.- 50 70

(6) Crosswise of roll, minimum do 40 50

8. Pliability at 32° F. minimum 10 30

9. Average loss on heating, (exclusive of moisture), maximum per cent. 2 4 1 4

10. Weight of saturant as related to weight of moisture-free fabric, minimum. per cent.. 200 200 B. Desaturated fabric:

1. Average dry weight per square yard mini- mum ounces . 7H

2. Ash, based on dry weight of fabric, maxi- mum . . per cent.. 1 3

3. Fiber composition do 3 100 <100

4. Thread count per inch:

(a) Direction of warp 36

(6) Direction of filling 36

1 The committee recognizes the advisability of including a require- ment relative to the percentage elongation before rupture, but in the absence of any reliable method of test, such requirement can not be

stated at the present time.

2 With asphalt saturated fabrics only.

3 Cotton. This shall not exclude the presence of the customary

sizing materials in amounts not exceeding 8 per cent by weight of the

moisture-free cotton.

* Jute and manila. WORKMANSHIP AND FINISH

4. The finished material shall be free from visible external defects, such as ragged or untrue edges,

breaks, rents, or cracks.

5. The meshes of the fabric shall not be completely

closed or sealed by the process of saturation, but

there shall be sufficient porosity maintained to allow

successive moppings of the plying cement to seep through.

6. The selvage shall not measure over three- sixteenths inch.

7. The roll shall be capable of being unrolled

easily at atmospheric temperatures above 50° F.

(10° C.) without sticking together in such a manner

as to injure the fabric.

8. The surface of the fabric shall not be coated or covered with talc or other substances which would

tend to interfere with the adhesion between the

fabric and the plying cement. The use of silica or wood flour will be permitted.

9. The surface shall be uniformly smooth and free from irregularities, folds, or knots. PACKING

10. The rolls shall be wound on wooden 2 by 2 inch mandrils extending 2 to 4 inches beyond the ends of the roll. They shall be securely tied or wrapped in a manner which will prevent unrolling

in transit. SAMPLING AND TESTING

11. The material shall be sampled and the properties enumerated in these specifications shall be

determined in accordance with A. S. T. M. D146.

(See 505.0, p. 130.)

153
505.16 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

INSPECTION

12. Inspection of material shall be made as agreed

upon by the purchaser and seller as part of the purchase contract. American Society for Testing Materials, standard

specifications for burlap saturated with bituminous

substances for use in waterproofing, serial designation D174-25, 1925.

1. These specifications cover bituminized jute

fabric, composed of burlap waterproofed with either asphalt or coal-tar pitch, as specified by the

purchaser, for use in the membrane system of waterproofing.

2. In the process of manufacture the dry burlap

shall be thoroughly and uniformly waterproofed

with an asphaltic or coal-tar pitch saturant at a temperature and speed which will not injure the

fabric. This shall be accomplished by passing the

fabric through the saturant and then calendering

it in the presence of heat, whereupon it shall be

cooled and wound into rolls. For (1) physical properties, (2) workmanship and

finish, (3) packing, (4) sampling and testing, and

(5) inspection, see A. S. T. M. serial designation

D173-27, given above. American Society for Testing Materials, roofing

materials.

1. Standard specifications for asphalt roll-roofing surfaced with powdered talc, serial designation

D224-27.

2. Standard specifications for slate-surfaced asphalt roll-roofing and slate-surfaced asphalt shingles, serial designation D225-29.

3. Standard specifications for asphalt roll-roofing surfaced with granular talc, serial designation

D248-27.

4. Standard specifications for heavy weight slate- surfaced asphalt roll-roofing and heavy weight slate surfaced asphalt shingles; serial designation

D249-27.

The above specifications are uniform as to the

following:

MANUFACTURE

The felt shall be a roofing felt produced by "felt- ing," vegetable, and animal fibers. The surface of the felt shall be uniformly smooth, and upon split- ting or tearing on the bias shall appear reasonably

free from lumps of underbeaten stock (i. e., stock which has not been beaten or shredded into fiber in the process of manufacture), and particles of foreign substances (i. e., fragments of stone, metal, leather, rubber, straw, wood, etc.). The saturant and coatings shall be composed

principally of asphaltic materials, and the presence

of saponifiable constituents shall be permitted.

The felt shall be thoroughly and uniformly satu- rated and shall show no unsaturated spots at any

point upon cutting 2-inch strips at random across the entire sheet and splitting them open for their

full length.

WORKMANSHIP AND FINISH

The finished product shall be free from visible ex- ternal defects, such as holes, ragged, or untrue edges,

breaks, cracks, tears, protuberances, and indentations. For roll roofing the coating and surfacings shall be

of such a nature that the finished product will not

crack or stick together so as to cause tearing or damage upon being unrolled at atmospheric temperatures above 50° F. (10° C). For shingles, the coat- ing and surfacings shall be of such a nature that the

finished products will not adhere together in the bundles so as to tear off or loosen the coating when

unpacked.

PACKING

(a) Slate-surfaced asphalt roll roofing shall be

put up in rolls of 108 square feet. Asphalt roll roofing shall be put up in rolls of 108 square feet or 216 square feet, as specified in the order. No rolls shall contain more than two pieces nor shall there be more than 3 per cent of rolls containing two

pieces in any shipment. The rolls shall be tightly

wound and securely wrapped in a substantial grade

of paper. The wrapper shall completely encircle the roll and shall be pasted at the overlap in a manner which will prevent it shifting from position.

The ends of the roll shall be protected with metal

caps, cloth, or other suitable means. The nails and

lap-cement shall be furnished either in each roll oi in bulk, as specified in the order. When furnished

in bulk, the cloth or metal ends may be omitted.

Rolls for export shipment shall be packed as agreed

upon by the purchaser and seller. Shingles shall be packed in bundles weighing not more than 135 pounds gross. The bundles shall either be packed in cardboard cartons or between

wooden or cardboard ends and tied with rope, wire, or steel bands so as to make a substantial package,

as may be agreed upon~by the purchaser and seller, and shall contain printed directions for laying.

(b) Nails.—The gage of the wire shall not be

greater than "A. S. & W." No. 10 (0.135 inch) nor

thinner than No. 12 (0.105 inch); the head shall be

not less than three-eighths inch in diameter, and not

less than 0.025 inch thick; the shank shall be

between % and 1 inch long for slate-roll roofing, and

for shingles 1 inch long when laid on solid sheathing

or 1% to 1% inches when laid over old shingles.

The lower end of the shank shall be pointed, and

either smooth or barbed, and if the latter, then the barbings shall not increase the diameter of the lower

two-thirds more than 0.01 inch. The nails shall be

zinc coated with not less than }{ ounce nor more than

l}i ounce per square foot of nail surface. Hotgalvanized, electrogalvanized, or sherardized coatings will be accepted. There shall be furnished per "square " of slate-roll roofing not less than an average

of 252 nails for 36 inch, and not less than an average

of 275 nails for 32-inch roofing. For shingles, the

nails shall be purchased separately, and the number

required per "square" will depend upon the size and

form of the shingles and shall be agreed upon by the purchaser and seller.

(c) La-p-cement {for slate roll).—The cement shall be composed of bituminous materials dissolved in a

volatile solvent, and shall be of such a nature as to

firmly bind the laps without injurious effect upon the

roofing. The cement shall have a minimum flash point of 71° F. (21.5° C.) when tested by the Tagliabue closed-cup tester. There shall be furnished for each square of 36-inch roofing not less than % pint

and for 32-inch roofing not less than 1 pint. The

addition of 5 to 20 per cent by weight of short-fibered asbestos shall be permitted, in which case the quantity of cement shall be increased }$ pint per "square."

SAMPLING AND TESTING

14. The material shall be sampled and the properties enumerated in these specifications shall be

determined in accordance with A. S. T. M. D228.

(See 505.16, p. 156.)INSPECTION

15. Inspection of material shall be made as agreed

upon by the purchaser and seller as part of the pur- chase contract. The specifications are individually distinct as

follows:

154
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 505.16

Serial designation DH24-27.—These specifications cover smooth-surfaced roll-roofing (medium and

heavy weights) , either 36 or 32 inches in width, composed of roofing felt saturated and coated on both

sides with asphalt, and surfaced top and bottom

with powdered talc or mica. The medium-weight

roofing is intended for use on semipermanent struc- tures and the heavy-weight roofing for use on per- manent structures.MANUFACTURE

In the process of manufacture, a single thickness

of dry roofing felt shall be impregnated with an

asphaltic saturant, then coated on both sides with an asphaltic coating, and finally surfaced on both

sides with powdered talc or mica.

The surfacing shall be noncombustible material,

such as powdered talc or mica. PHYSICAI PROPERTIES

The fabricated product shall conform to the follow- ing requirements:

(a) Width of roll.—Either 36 or 32 inches, as may

be specified, ±}{ inch.

(b) Area of roll.—The average area of the rolls examined shall contain as specified not less than

either 108 or 216 square feet, which shall be suffi- cient to cover one or two "squares," respectively.

(c) Weight of wrapping, packing, nails, and cement

per "square."—Maximum, 4 pounds.

Note.—Special fixtures may be furnished in lieu of nails and ce- ment, if agreed upon by the purchaser and seller, in which event the above weight may be increased.

(d) Weight of material per 108 square feet exclusive

of wrapping, packing, loose mineral surfacing, nails, and cement.—Medium weight, average, not less than

42 pounds; minimum, 40 pounds. Heavy weight,

average, not less than 52 pounds; minimum, 49

pounds.

(e) Pliability at 77° F. (25° C.).—At least four

strips out of five shall not crack on 10-mm mandrel.

(/) Behavior on heating to 176° F. (80° C.) for two

hours.—Volatile matter, maximum, 1.5 per cent. There shall be no flowing, sagging, blistering, or absorption of the surface coatings.

(g) Saturant in moisture-free felt.—Medium and

heavy weights, minimum, 140 per cent by weight.

(h) Weight of moisture-free desaturated'felt per 108

square feet.—Medium weight, minimum, 10.8 pounds

(No. 48). Heavy weight, minim um, 13.5 pounds

(No. 60).

(i) Ash in moisture-free desaturated felt.—Maximum, 10 per cent.

( j) Weight of mineral surfacings and mineral matter in coatings per 108 square feet.—Medium and

heavy weights, maximum, 2 pounds.

Note.—Should the weight exceed 2 pounds the material shall nevertheless be acceptable, provided the finished weights per 108 square feet are increased by a like amount over the figures specified in paragraph (d). WORKMANSHIP AND FINISH

The surfaces shall be smooth or veined. Deeply

ribbed surfaces shall not be acceptable.

The coating and mineral surfacing shall be applied

uniformly up to the edges of the sheet. The mineral surfacing shall uniformly cover both

sides of the sheet. Serial designation D225—27.—1. These specifica- tions cover slate-surfaced roll roofing, either 36 or 32

inches in width, and slate-surfaced composition

shingles, composed of roofing felt saturated and

coated on both sides with asphalt and surfaced on the weather side with granulated slate (green, red, black, or such color or combinations of color as may

be agreed upon between the purchaser and seller), or similar mineral material to be specified by the

purchaser, and on the reverse side with powdered

talc or mica to prevent the roofing or shingles adhering together in the package. Such roofing and

shingles are intended for use on semipermanent and

permanent buildings.

I. MANUFACTURE

In the process of manufacture, a single thickness

of dry roofing felt shall be impregnated with an

asphaltic saturant, then coated on both sides with an asphaltic coating, and finally surfaced on the weather side with granulated slate or similar mineral material to be specified by the purchaser (in either green, red, blue-black, or such other color or combinations of color as may be agreed upon

between the purchaser and seller), and shall be

sufficiently free from fines or dust to permit the firm adhesion of the larger particles of the surfacing and

provide a uniform distribution. The under side of the sheet shall be surfaced with a noncombustible

material such as powdered mica or talc. PHYSICAL PROPERTIES

The fabricated product shall conform to the fol- lowing requirements:

(a) Width of roll; size and form of shingles.—Slate

roll-roofing shall be either 36 or 32 inched in width,

as may be specified, ±J4-inch. Shingles shall be of a size and form as may be

agreed upon between the purchaser and seller.

(b) Area per package: slate roll.—The average area

of the rolls examined shall contain not less than 108 square feet, which shall be sufficient to cover one

"square."

Shingles.—Sufficient material shall be furnished per "square" as may be agreed upon between the purchaser and seller to adequately waterproof, when

laid, the surface to which the shingles are applied.

(c) Weight of wrapping and packing material per "square."—Slate roll including nails and lap cement,

maximum 4 pounds.

Note.—Special fixtures may be furnished in lieu of nails and ce- ment, if agreed upon by the purchaser and seller, in which event the above weights may be increased. Shingles (packing only) maximum 12 pounds.

(d) Weight of material per 108 square feet exclusive

of wrapping, packing, loose mineral surfacing, nails, and cement.—Slate roll and shingles, average not

less than 82 pounds, minimum 80 pounds.

(e) Pliability at 77° F. (25° C); slate roll—Shall not crack on 25 mm mandril. Shingles.—No re- quirements.

(j) Behaviour on heating to 176° F. (80° C.) for two

hours.—Volatile matter, maximum 1.5 per cent. There shall be no flowing, sagging, blistering, or absorption of the surface coatings. Granular sur- facings shall not slide more than one-sixteenth inch when suspended vertically.

(g) Saturant in moisture-free felt.—Slate roll, minimum 140 per cent by weight. Shingles, mini- mum 150 per cent by weight.

(h) Weight of moisture-free, desaturated felt per 108 square feet.—Slate roll and shingles, minimum

10.8 pounds (No. 48).

(i) Ash in moisture-free desaturated felt.—Maximum, 10 per cent.

(j) Weight of mineral surfacings and mineral matter

in coating per 108 square feet.—Slate roll and shingles, maximum 35 pounds.

Note.—Should the weight exceed the above amount, the material

shall nevertheless be acceptable provided the finished weight per

108 square feet is increased by a like amount over the requirements

specified in paragraph (d).

155
505.16 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

WORKMANSHIP AND FINISH

The weather surface shall be uniform in finish and

texture. The coating and granules shall be applied in a uniformly smooth layer over the entire weather surface, except that slate-roll roofing may be provided

with a bare lapping edge, 2 inches wide, along one edge of the sheet, where either the slate alone, or both the slate and coating may be omitted. The

under surface of the sheet shall have the asphalt

coating and mineral surfacing applied uniformly

to the edges.

The granular surfacing shall be embedded in the

coating in such, a manner that when rubbed vigorously with the hand, sufficient surfacing will remain

embedded to completely cover the coating.

Serial designation D248-27.—These specifications cover roll-roofing (medium and heavy weights)

either 36 or 32 inches in width, composed of roofing

felt saturated and coated on both sides with asphalt,

and surfaced on the face with granular talc, and on

the back with powdered talc or mica. The medium

weight is intended for use on semipermanent structures, and the heavy weight on permanent structures. MANUFACTURE

In the process of manufacture, a single thickness

of dry roofing felt shall be impregnated with an

asphaltic saturant, then coated on both sides with an asphaltic coating, and finally surfaced on the weather side with granular talc, and on the reverse

side with powdered talc or mica. The surfacing on

the weather side of the sheet shall be coarsely crushed

talc and of a color as may be agreed upon between

the purchaser and seller. It shall be of such a

character as to permit the firm adhesion of the larger

particles of surfacing and provide a uniform distri- bution. The under side of the sheet shall be sur- faced with a noncombustible material, such as powdered mica or talc. PHYSICAL PROPERTIES

The physical properties in this standard are identical with those of A. S. T. M. D224-27 (see p. 154) with the following variances:

1. Weight of material per 108 square feet, exclusive of wrapping, packing, loose mineral surfacing,

nails, and cement. Medium weight, average 52 pounds; minimum,

50 pounds.

Heavy weight, average 62 pounds; minimum, 59 pounds.

2. Pliability at 77° F. (25° C.) at least three strips out of five shall not crack on 10 mm mandrel.

3. Weight of mineral surfacings and mineral matter in coating per 108 square feet. Medium and heavy weights, maximum, 11 pounds.

Medium and heavy weights, passing a No. 65

sieve, maximum, 3 pounds.

WORKMANSHIP AND FINISH

(Same as A. S. T. M. D224-27. See p. 154.) Serial designation D249-27.—This specification is identical with A. S. T. M. serial designation D225-27

(see p. 154), standard specifications for slate-surfaced asphalt roll-roofing and slate-surfaced asphalt

shingles, with the following variance in physical

properties

:

1. Weight of material per 108 square feet, exclusive

of wrapping, packing, loose mineral surfacing, nails, and cement—-Slate roll and shingles, average 105 pounds, minimum, 100 pounds.

2. Pliability at 77° F. (25° C.) slate roll and

shingles.—No requirements.

3. Saturant in moisture-free fell; slate roll and

shingles.—Minimum, 170 per cent by weight.

4. Weight of moisture-free desaturated felt per 108

square feet; slate roll and shingles.—Minimum, 15.75 pounds (No. 70).

5. Weight of mineral surfacing and mineral matter

in coating per 108 square feet.—Slate roll and shingles,

maximum, 40 pounds.

American Society for Testing Materials, standard

specifications for asphalt-saturated roofing felt for use in waterproofing and in constructing built-up

roofs, serial designation D226-27, 1927. These specifications cover asphalt-saturated felt, either 36 or 32 inches in width, composed of roofing

felt saturated, but not coated, with asphalt for use

in the membrane system of waterproofing and in the

construction of built-up roofs. MANUFACTURE

2. In the process of manufacture, a single thick- ness of dry roofing felt shall be saturated with an

asphaltic saturant.

3. The felt shall be a roofing-felt produced by

"felting" vegetable and animal fibers. The surface

of the felt shall be uniformly smooth and, upon

splitting or tearing on the bias, shall appear reason- ably free from lumps of underbeaten stock (i. e., stock which has not been beaten or shredded into

fiber in the process of manufacture) and particles

of foreign substances (i. e., fragments of stone, metal, leather, rubber, straw, wood, etc.).

4. The saturant shall be composed of asphaltic

materials.

5. The felt shall be thoroughly and uniformly

saturated and shall show no unsaturated spots at any point upon cutting 2-inch strips at random

across the entire sheet and splitting them open for

their full length.

6. The surface of the felt shall not be coated or covered with talc or other substance which would

tend to interfere with the adhesion between the

felt and the plying cement. PHYSICAL PROPERTIES

7. The fabricated bituminized felt shall conform

to the following requirements:

(a) Width of roll.—Either 36 or 32 inches, as may

be specified, ±% in.

(b) Gross weight per roll.—40 to 80 pounds.

(c) Weight of wrapping and packing material per

roll.—Maximum one-half pound.

(d) Weight of material per 100 square feet exclusive of packing and wrapping.—14 pounds ±1

pound.

(e) Loss on heating at 105° C. (221° F.) for five hours.—Maximum, 4 per cent.

(/) Pliability at 77° F. (25° C.).—At least four

strips out of five shall not crack when bent through

180° over a Me-inch mandrel.

(g) Saturant in moisture-free felt.—Minimum 140

per cent by weight.

8. The desaturated felt shall conform to the

following requirements:

(a) Weight of moisture-free desaturated felt.—

Minimum, 5.2 pounds per 100 square feet (No. 25).

(b) Ash in moisture-free desaturated felt.—Maximum, 10 per cent. For (1) workmanship and finish (2) packing,

(3) sampling and testing and (4) inspection. (See

505.16, A. S. T. M. D250, p. 158.) American Society for Testing Materials, standard methods of testing smooth-surfaced asphalt roll roofing, slate-surfaced asphalt roll roofing and slate156
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 505.16

surfaced asphalt shingles, serial designation D22S27, 1927.

1. These methods cover the examination of roofings and shingles composed of roofing felt, saturated and coated on both sides with asphalt,

and surfaced on the top with either powdered or granulated mineral matter, and on the underside

with powdered mineral matter. SAMPLING

2. From each shipment or portion thereof re- presenting a product of the same kind, class, and

weight, a number of rolls or bundles shall be selected at random, equivalent to one-half the cube root of the total number of rolls or bundles included in the

lot, except that in lots of 1,000 or less, five rolls or bundles shall be taken. If the cube root, as cal- culated, proves to be a fractional number, it shall be expressed as the nearest higher whole number.

For convenience, the following table is given,

showing the number of samples to be selected from

shipments of various sizes.

Packages in ship- ment Number of packages

selected

Packages in ship- ment Number of packages

selected

Up to 1,000

1,001 to 1,728 1,729 to 2,744

2,745 to 4,096

5

6

7

8

9

5,833 to 8,000

8,001 to 10,648

10,649 to 13,824

13,825 to 17,576

10

1112

13

4,097 to 5,832 17,577 to 21,952 14

DETERMINATION OF SIZE AND WEIGHT

(A) SMOOTH-ROLL AND SLATE-ROLL ROOFING

3. Each roll selected shall be stripped. The

wrappers, packing material, nails, and cement

taken from each roll shall be weighed together to the nearest one-fourth pound and the maximum

weight thereof per roll shall be recorded. The

quantity and character of nails and cement shall be

recorded.

4. Each roll shall be unwound, discarding any

detached surfacing that may fall off in so doing,

and the workmanship and finish of the roofing observed.

5. The length and width of each roll shall be measured to the nearest one-fourth inch, and the square feet of material contained in each roll calculated. From this the average area of the rolls examined shall be calculated.

6. The rolls shall be rewound, fastened with

pieces of light string and then each roll shall be weighed to the nearest one-fourth pound. The

weight of roofing per 108 square feet contained in each roll shall be calculated and the minimum

weight per 108 square feet recorded. This shall be regarded as the minimum weight per 108 square

feet of the entire shipment.

7. The average weight per 108 square feet for the rolls examined shall be calculated. This shall be regarded as the average weight per 108 square

feet of the entire shipment.

8. From the rolls examined, the one whose weight

is nearest the average weight of the lot shall be

selected. The first convolution or two shall be

unrolled, and with a knife and straight edge, the

sheet shall be cut across at right angles to the

edges. A section measuring exactly 30 inches in the direction of the roll's length shall then be

removed. The width of this section shall be

measured to the nearest one thirty-second inch and

weighed with an accuracy of one-fourth ounce.

The weight in pounds per 108 square feet shall then be calculated from the following formula:

Pounds per 108 square feet: _ Weight of 30-inch section in ounces Width of 30-inch section in inches X32.4 This must check within 1 per cent of the aver- age weight per 108 square feet of the shipment.

(Sec. 7.) If this sample fails to do this then additional samples shall be cut from the same roll, until one is obtained which does, which sample

shall be kept for further examination. Note.—As a referee method, or in case any dispute arises regarding the properties as may be ascertained from the particular sample

selected, a 30-inch sample shall be taken and examined separately from each roll sampled in section 2.

(B) SLATE-SURFACED SHINGLES

9. Each bundle selected shall be stripped. The

packing material shall be weighed to the nearest one-fourth pound, recording the weight separately

for each bundle. The maximum weight of packing

material per "square" shall be recorded.

10. The shingles in each bundle, a, shall be counted,

discarding any detached surfacing that may fall off in so doing. The workmanship and finish of the

shingles shall be observed.

11. The shingles contained in each bundle shall be weighed to the nearest one-fourth pound (b). The dimensions of the shingles shall be accurately

measured and the net area of material in each

shingle calculated in square feet (c). 12. The area in square feet of material contained

in each bundle (aXc) shall be calculated. The

weight of roofing material per 108 square feet contained in each bundle ( f*, X 108^) shall be calculated, \oXc /

' and the minimum weight per 108 square feet recorded. This shall be regarded as the minimum

weight per 108 square feet of the entire shipment.

13. The average weight (d) per 108 square feet

for the bundles examined shall be calculated. This

shall be regarded as the average weight per 108

square feet of the entire shipment. Also, the

-yogT ) shall be calculated.

14. From the bundles selected, a definite number

of representative shingles, wr hose weight shall fall within 1 per cent of the average weight ascertained

in section 13 shall be taken for further consideration. The number of shingles so selected shall represent

as closely as possible 6 square feet of material, and

shall be selected as far as possible from different bundles.

Note.—As a referee method, or in case any dispute arises regarding

the properties as may be ascertained from the particular sample

selected, then a similar sample shall be taken and examined separately from each bundle of shingles sampled in section 2. DETERMINATION OF PLIABILITY OF SMOOTHROLL ROOFING AND SLATE-ROLL ROOFING

15. With a photographic trimmer five strips shall be cut from the sample of roofing, each 1 inch in width and 6 inches in length, in the direction of the

fiber grain, and immersed in water at 77° F. (25° C.)

for 10 to 15 minutes. These strips shall be removed

from the water and immediately bent through

180° at uniform speed, in exactly two seconds, over

a mandril of the following size: Smooth-roll roofing.—At least three of the five strips shall not crack over a mandril 10 mm in diameter.

Slate-roll roofing.—At least three of the five strips

shall not crack on a mandril 25 mm in diameter.

157
505.16 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

DETERMINATION OF BEHAVIOR ON HEATING

16. Two strips shall be cut from the sample of roofing or shingles, each approximately 8 by 8

inches. They shall be weighed and suspended vertically in the center of an air oven maintained at 176° F. (80° C.) ± 5° F. (3° C.) with a thin wire fastened through holes punctured near one edge.

The thermometer shall be inserted in the oven to such a depth that its bulb will be in line with the

center of the specimens. The strips shall be maintained at the prescribed temperature for exactly two hours, then cooled, removed carefully and each

specimen weighed. The average loss shall be cal- culated as a percentage. Any change in appearance

of the specimen shall be recorded, such as flowing,

sagging, blistering, or absorption of the surface

coatings; also sliding of granular surfacing.

DETERMINATION OF SATURANT IN MOISTUREFREE FELT

17. Two strips shall be cut from the sample of roofing or shingles, each approximately 2 inches in width and 8 inches in length. They shall be warmed

in an oven at a temperature of approximately 176°

F. (80° C). Then with a knife, the front and back

coatings shall be peeled off, care being taken to remove as little as possible of the saturated felt, and

to assure that all of the coatings and surfacing are stripped from the felt. The saturated felt so obtained shall be weighed. It shall be extracted with benzol, chloroform, carbon tetrachloride, or carbon disulphide, in a suitable extractor and the

extraction continued until the drippings have

become colorless. The desaturated felt shall be

removed from the extractor, placed in a tared vessel, heated in a ventilated oven at 225° F. (107° C.) for 30 minutes, cooled in a desiccator, and the felt finally weighed as rapidly as possible. The heating

shall be repeated until the weight of the felt remains

constant as determined by two consecutive weighings taken not less than 10 minutes apart, which

shall show a further loss of not more than 0.1 per

cent. From the weight so obtained and the original

weight, the percentage of saturation carried by the

moisture-free felt shall be computed.

DETERMINATION OF WEIGHT OF MOISTUREFREE FELT

18. Two strips shall be cut from the sample of roofing or shingles, each approximately 2 inches in width and 8 inches in length. Each of these shall be

accurately weighed in grams and the length and

width measured to within 1 mm or one thirty-second

inch. It shall be extracted with carbon disulphide, 59 in a suitable extractor and the extraction continued

until the drippings have become colorless. The

desaturated felt shall be removed from the extractor, being careful not to lose any adhering mineral

matter, placed in a tared vessel, heated in a venti- lated oven at 225° F. (107° C.) for 30 minutes,

cooled in a desiccator, any adhering surfacing material brushed off and retained and the felt finally

weighed as rapidly as possible. The heating shall be

repeated until the weight of the felt remains constant as determined by Wo consecutive weighings

taken not less than 10 minutes apart, which shall show a further loss of not more than 0.1 per cent. The benzol extract and accompanying mineral matter shall be retained for further examination. From

the weights so obtained and the respective areas of the strips of desaturated felt, the weight of moistureI m In this test, chloroform may be used as an equivalent solvent.

free felt shall be computed in pounds per 108 square

feet, from the following formulas and the results averaged:

Weight of moisture-free felt in grams Pounds per 108 square feet =Area of specimen in square eenti-* 221 -2 meters or

Weight of moisture-free felt in Pounds per 108 square feet =Area of specimen in square inches*34- 3 DETERMINATION OF ASH IN MOISTURE-FREE

FELT

19. The strips of desaturated felt obtained as de- scribed in section 18 shall be cut into squares about

2 cm on each side and thoroughly mixed. Pieces amounting to about 10 g shall be selected at random

and dried at 225° F. (107° C.) for 30 minutes. They shall be cooled in a desiccator, accurately

weighed, and then incinerated in a weighed cruci- ble either over an open flame or in a muffle until all the carbon is consumed. A few drops of ammonium

carbonate solution shall then be added, the sample

ignited gently, and weighed. The percentage of ash shall be calculated on the basis of the moisturefree felt. DETERMINATION OF MINERAL SURFACING AND

MINERAL MATTER IN COATINGS

20. (a) The slate and other mineral matter re- covered from the extraction process described in section 18 shall be combined with the mineral matter removed from the surface of the desaturated felt, and that resulting from the evaporation and ignition

of the carbon disulphide extract. The mineral matter shall be dried in air free from the odor of carbon

disulphide, then heated in an oven for 30 minutes at 225° F. (107° C), and finally cooled in a desiccator and weighed. From the combined weight of the specimens taken in section 18, the total "mineral

surfacing and mineral matter in the coatings" shall be calculated in pounds per 108 square feet.

(6) For asphalt roll-roofing surfaced with granular

talc, the mineral matter recovered as described in paragraph (a) shall be washed through a No. 65

copper-wire sieve with three washings of water of 100 cc each. The total aqueous suspension of mineral matter which passes through the sieve shall then

be filtered through a weighed Gooch crucible. It

shall then be dried at 225° F. (107° C.) and re- wcighed. The difference in weight represents the mineral matter passing a No. 65 sieve which shall be converted into pounds per 108 square feet. American Society for Testing Materials, standard

specifications for asphalt-saturated asbestos felt for use in constructing built-up roofs, serial designation

D250-27, 1927.

1. These specifications cover asphalt-saturated

asbestos felt, either 32 or 36 inches in width, composed of asbestos felt saturated, but not coated, with

asphalt, for use in the construction of built-up roofs. MANUFACTURE

2. In the process of manufacture, a single thick- ness of asbestos felt shall be saturated with an

asphaltic saturant.

3. The felt shall be an asbestos felt produced by

"felting" at least 85 per cent by weight of asbestos

fiber. The surface of the felt shall be uniformly

smooth and, upon splitting or tearing on the bias, shall appear reasonably free from lumps or particles

of foreign substances.

4. The saturant shall be composed of asphaltic

materials.

158
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 505.16

PHYSICAL PROPERTIES

5. The fabricated bituminized felt shall conform

to the following requirements:

(a) Width of roll.—Either 36 or 32 inches, as may

be specified, ±}$ inch.

(6) Gross weight per roll.—40 to 80 pounds.

(c) Weight of wrapping and packing material per

roll.—Maximum one-half pound.

(d) Weight of material per 100 square feet exclusive

of packing and wrapping.—14 pounds ±1 pound.

(e) Loss on heating at 105° C. {221° F.) for five hours.—Maximum, 2 per cent.

(f) Pliability at 77° F. {25° C.).—ShaU not crack when bent through 180° over a one-sixteenth-inch mandrel.

{g) Saturant in moisture-free felt.—Minimum 50 per cent by weight.

6. The desaturated felt shall conform to the

following requirements:

(a) Weight of moisture-free desaturated felt.—The

minimum weight per 100 square feet shall be 9 pounds.

(6) The ash in moisture-free desaturated felt.—

Minimum, 73 per cent. Note.—This presupposes the presence of at least 85 per cent of asbestos fiber carrying 14 per cent water of hydration. WORKMANSHIP AND FINISH

7. The felt shall be thoroughly and uniformly

saturated and shall show no unsaturated spots at any point upon cutting 2-inch strips at random

across the entire sheet and splitting them open for their full length.

8. The surface of the felt shall not be coated or covered with talc or other substance which would

tend to interfere with the adhesion between the felt and the plying cement.

9. The finished product shall be free from visible external defects, such as holes, ragged or untrue

edges, breaks, cracks, tears, protuberances, and

indentations.

10. The rolls shall not crack, or be sticky enough

to cause tearing or material damage upon being

unrolled at atmospheric temperatures above 50° F. (10° C).

PACKING

11. The rolls of saturated felt need not be wound

on cores, but they shall be securely wrapped in a

substantial grade of paper of the same width as the fabric. The wrapper shall completely encircle the roll and shall be pasted at the overlap in a manner which will prevent it shifting from position. The ends of the rolls need not be covered. As an alternative, the rolls of saturated felt may

either be tied with strings or simply pasted at the

ends, as may be agreed upon by the purchaser and

seller. No roll shall contain more than two pieces

and there shall not be more than 3 per cent of rolls containing two pieces in any shipment. Each roll shall be plainly marked with the manufacturer's name and brand or as agreed by the purchaser and

seller and shall bear a notation showing the type of saturant. SAMPLING AND TESTING

12. The material shall be sampled, and the properties enumerated in these specifications shall be determined in accordance with A. S. T. M. D146.

(See 505.0, p. 130.) INSPECTION

13. Inspection of material shall be made as agreed

upon by the purchaser and seller as part of the purchase contract.

American Society for Testing Materials, tentative

specifications for asphalt for use in constructing

built-up roof coverings, serial designation D312-29T,

1929. SCOPE

1. These specifications cover asphalt intended for use as hot cement and mopping coat in the construction of built-up roof coverings for roofs surfaced in various manners, laid either over boards or concrete on various inclines, in connection with the Standard

Specifications for Asphalt-Saturated Roofing Felt

for Use in Waterproofing and in Constructing

Built-up Roofs (A. S. T. M. D226, p. 156.) or the Standard Specifications for Asphalt-Saturated

Asbestos Felt for Use in Constructing Built-up

Roofs (A. S. T. M. D250, p. 156). TYPES

2. The asphalts covered by these specifications include steam-distilled and blown-petroleum asphalts

and also include mixtures of native asphalts with

petroleum asphalts, likewise steam-distilled and

blown-petroleum asphalts or combinations thereof mixed with mineral matter. The purchaser shall reserve the right to select that type of asphalt which

in his judgment is best suited for his particular

requirements.

SAMPLING

3. The sampling shall be performed in accordance

with A. S. T. M. D140. (See 505.0, p. 128.) PROPERTIES

4. The asphalt shall be homogeneous and free from water. It shall conform to the following

requirements:

{a) Softening point {ring-and-ball method): For mineral-surfaced roofs with inclines up to 2 inches per foot, 57° to 74° C. (135° to 165° F.). For unsurfaced roofs with inclines up to 3 inches per foot, 66° to 93° C. (150° to 200° F.). For unsurfaced roofs with inclines up to 6 inches per foot, 74° to 93° C. (165° to 200° F.).

{b) Penetration at 0° C. (32° F.) , 200 g, 60 seconds, not less than 5.

(c) Penetration at 25° C. (77° F.) , 100 g, 5 seconds,

20 to 50.

{d) Loss on heating at 163° C. (325° F.), 50 g, 5 hours, not more than 1.5 per cent.

(e) Penetration at 25° C. (77° F.) , 100 g, 5 seconds,

of residue after heating at 163° C. (325° F.), as compared with penetration of asphalt before

heating, not less than 60 per cent.

(J) Ductility at 25° C. (77° F.) , not less than 3 cm.

{g) Soluble in carbon disulphide, "not less than

65 per cent.

{h) Ash on incineration, either to 1 or 10 to 28 per cent, inclusive.

{i) Soluble in carbon tetrachloride, not less than

99 per cent.

{j) Elutriation test (sediment), not more than

7 per cent. METHODS OF TESTING

5. The properties enumerated in these specifica- tions shall be determined in accordance with the

following methods of test of the American Society for Testing Materials:

{a) Softening point—A. S. T. M. D36. (See

505.0, p. 131.)

(6) Penetration.—A. S. T. M. D5. (See 505.0,

p. 118.)

(c) Loss on heating—k. S. T. M. D6. (See 505.0,

p. 119.)

{d) Ductility.—A. S. T. M. D113-26T. (See

505.0, p. 126.)

159
505.16 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

(e) Soluble in carbon disulphide.—A. S. T. M. D4.

(See 505.0, p. 117.)

(/) Ash.—A. S. T. M. D271. (See 501.0, p. 8.)

(g) Soluble in carbon tetrachloride.—A. S. T. M.

D165. (See 505.0, p. 135.)

(h) Elutriation test {sediment).—A. S. T. M.

D313-29T. (See 505.0, p. 138.) Asphalt Shingle and Roofing Association (now

Institute), standards for the laying of roofing.

This association has adopted detailed methods for the laying of roofing, as follows:

1. Directions for laying roll roofings, adopted

December 8, 1920.

2. Directions for laying shingles, adopted March

9, 1921. Asphalt Shingle and Roofing Association (now

Institute). This organization has the following standards

:

1. Dry felt tests, adopted 1921.

2. Methods of testing the thoroughness with

which felt will saturate (recommended 1922).

3. Methods of testing the speed with which felt will saturate (recommended 1923).

Federal Specifications Board. The board has prepared specifications for saturated felt as follows:

1. Specification No. 295, United States Govern- ment master specification for asphalt saturated rag

felt for flashings, May 20, 1925.

2. Specification No. 86, United States Govern- ment specification for asphalt saturated rag felt for roofing and waterproofing, December 29, 1923.

3. Specification No. 81, United States Govern- ment specification for coal-tar saturated rag felt for roofing and waterproofing, December 29, 1923. The requirements of the specifications are as

follows: GENERAL

Appearance.—It shall be free from visible external

defects and uniform throughout. When unrolled

at temperatures between 50° and 90° F. it shall not

stick to such an extent as to cause tearing.

Packing.—The felt shall be properly wrapped and

labeled with the manufacturer's name, the brand,

grade, weight, area of roll, and type of saturant.

Specific properties Specification No. 295 Specification No. ! Specification No. 81

1. Width inch.

2. Gross weight of roll pounds.

3. Weight of wrapping, packing, etc., maximum pounds.

4. Weight per 100 square feet, exclusive of packing, etcpounds.

5. Pliability (at 25° C.).._ _

Average breaking strength:

(a) With fiber grain, minimum .pounds..

(6) Across fiber grain, minimum do

Volatile matter, maximum (at 105° C.)._ - per cent.. Weight per 100 square feet of moisture-free, desaturated felt, minimum . _ pounds.. Weight per 100 square feet of saturant, as related to weight of moisture-free felt per 100 square feet, minimum per cent..

. Weight of comminuted surfacing, per 100 square feet, maxi- mum_. pounds..

. Ash of desaturated felt, maximum per cent.. Thickness of desaturated felt, minimum inch..

32 or 36 in.±H.

50 to 80 29±1H No cracking on bending over H 6-inch mandrel.

10.4 "_

150...

32 or 36 in.±!4

50 to 80

li —

14±1... No cracking on bending flat on itself.

5.2.

140.

32 or 36 in.±H.

50 to 80.

Yi. 14±1. No cracking on bending flat on itself.

0.025.

' Equivalent to No. 50 felt. METHODS OF TESTING

To determine the properties listed in the above

table, the following methods of examination shall be

used if required, but the purchaser reserves the

right to use any additional available information to determine whether the material meets the specification.

(a) Appearance.—Examine both sides of the sheet

of felt and note the uniformity of color. The felt shall be thoroughly and uniformly impregnated and

shall show no unsaturated spots at any point upon

cutting 2-inch strips at random across the entire sheet and splitting them open for their full length.

(b) Weight.—Trim the sample so that it is 36

inches long and the full width of the roll. Measure

accurately and weigh to the nearest gram (15

grains). From the measurements and weight so obtained compute the weight per 100 square feet.

(c) Pliability.—With a photographic print trimmer

or by other suitable means cut five strips 1 inch wide

and 6 inches long in the direction of the fiber grain

and immerse in water at 25° C. (77° F.) for 10 to 15 minutes. Remove the strips from the water and

immediately bend each strip flat over a }^6-inch

mandrel through an arc of 180° at a uniform rate in approximately two seconds time.

(d) Breaking strength.—Cut 10 strips of the felt 1 by 6 inches with the fiber grain and 10 strips of the same size across the fiber grain. Test both sets of

strips at 21° C. (70° F.) in a Scott or similar testing

machine of the inclination balance type having a

capacity of 100 to 150 pounds. The test strips shall

be gripped V-fa inches on each end, leaving 3 inches between the clamps and the lower jaw shall travel

at the rate of 12 inches per minute. If any strip breaks nearer than one-half inch to either clamp, the reading shall be disregarded, and an additional strip tested in its place. The average of the 10 readings

from strips cut in one direction shall be taken as the breaking strength of the sample in that direction.

(e) Volatile matter.—Cut two strips of the asphalt saturated felt 6 inches wide and 12 inches long;

weigh each strip and suspend it for five hours in an

oven maintained at 105° C. (221° F.)±3° C. (5° F.). Remove from the oven, cool in a desiccator, and

weigh. Compute the loss in weight and average

the results on the two samples.

(/) Weight and thickness of desaturated felt.—Cut a

2-inch strip the full width of the sample, measure

accurately, weigh and extract with benzol, carbon

tetrachloride, or carbon bisulphide, in a suitable extraction apparatus, until the solvent runs through

colorless. Remove the desaturated felt from the

extractor and allow to remain in air until the solvent has evaporated. Brush off any adhering particles of foreign matter. In making the test for specification No. 86, retain any adhering particles of surfacing. In making the test for specification No. 81 this strip shall be cut into four equal portions, and each piece

calipered at 10 equally spaced points, at least three- fourths of an inch from a cut edge, with a micrometer

having a flat bearing surface of at least one-half inch in diameter at each contact point. Average

these readings to get the thickness of the desaturated

felt. In the tests for specifications JNos. 86 and 295

160
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 505.16

the desaturated felt strip shall be placed in a tared weighing bottle, dried at 105° to 110° C. (221° to 230° F.) for one-half hour, cooled and weighed.

Compute the weight per 100 square feet on the desaturated felt.

(g) Comminuted surfacing.—(This test used for specification No. 86 only.) Filter the extract (obtained above in section (/)) through a tared Gooch crucible prepared with a mat of asbestos

fiber. Wash all sediment from the extraction apparatus into the Gooch crucible with carbon

tetrachloride or benzol and transfer also all surfac- ing brushed from the felt (in section (/)) to the Gooch

crucible. Wash the insoluble matter on the filter with carbon tetrachloride or benzol until the washings run through colorless. Suction may be

used to aid in filtering. Place in an oven at 105°

to 110° C. (221° to 230° F.) for one-half hour. Cool in a desiccator, weigh, and from the weights of the sample taken (in section (/)) and the weight

of surfacing obtained, compute the weight of comminuted surfacing per 100 square feet.

(h) Saturation of felt.—The weight of asphalt in the saturated felt is the difference in weight be- tween the original sample taken for extraction

(see (/)) and the weight of the desaturated felt obtained in (/). (In testing for specification No. 86

the weights of the comminuted surfacing (g) shall be added to the weight of the desaturated felt and

subtracted from the weight of the original sample.)

The percentage saturation is obtained from the

following formula:

X100=percentage saturation Weight of asphalt in saturated felt Weight of moisture-free, desaturated felt

(i) Ash.—Cut the strip of desaturated felt ob- tained in (/) into squares about 1 cm on each side, and thoroughly mix. Select at random pieces

amounting to about 10 g and, after drying at 105°

to 111° C. (100° to 105° C. for No. 295) for onehalf hour and cooling, weigh accurately and inciner- ate in a weighed crucible in a muffle or over an open

flame until all the carbon is consumed. Cool,

weigh, and compute the percentage of ash in the

moisture-free, desaturated felt. Notes.—Carbon tetrachloride or carbon bisulphide will usually

give the same results, but benzol shall be used in umpire tests in case of dispute. The specifications are individually distinct as follows: Specification No. 295: ADDITIONAL REQUIREMENTS

The asphalt saturated rag felt covered by this specification is intended for use in the construction

of flashings in connection with built-up roofing and

when it is desired to use a sheet heavier than 14 pounds for unsurfaced built-up roofing. The material shall be composed of rag roofing felt impregnated with asphaltic saturating materials. Sampling and determination of weight and width.—

The weight per 100 square feet of the material and

its variation in weight can be most accurately deter- mined by the inspector at the time he takes a sample

for transmittal to the testing laboratory.

(a) From each shipment of more than 1,000 rolls take at random a number' of rolls of felt equivalent

to one-half the cube root of the total included in the

lot. If this proves to be a fractional number

express it as the next higher digit. From each shipment of 1,000 rolls or less take at random five roUs in each case.

(6) Remove wrappers, cores, and other packing

material from each roll taken and weigh the roll and

the packing material, etc., separately to the nearest one-fourth pound. Then unwind each roll and

measure the length and the width of each end of the roll to the nearest one-fourth inch.

Compute the weight per 100 square feet of each

roll examined. At approximately 0.25 feet from

the end of each roll taken cut two samples the full width of the roll and approximately 40 inches long,

label, carefully wrap, and transmit one to the testing

laboratory. Retain the other sample for check

analysis in case of dispute.

Note.—For reference to specification for the installation of plastic and metal flashings, see F. S. B. specification No. 156, 505.0, page 141.

Specification No. 86: ADDITIONAL REQUIREMENTS

GENERAL

This specification applies to asphalt-saturated rag

felt intended for use with asphalts for mineral sur- faced roofing (F. S. B. specification No. 84; see 505.16, p. 162), and asphalt for unsurfaced built-up

roofing (F. S. B. specification No. 88; see 505.16,

p. 163), and asphalt for waterproofing and damp

proofing (F. S. B. specification No. 85; see 505.16,

p. 163), in the construction of built-up roofing and

membrane waterproofing, respectively.

It shall be composed of rag roofing felt impregnated with an asphaltic saturant.

SAMPLING AND DETERMINATION OF WEIGHT AND WIDTH The weight per 100 square feet of the material and its variation in weight can be most accurately

determined by the inspector at the time he takes a sample for transmittal to the testing laboratory.

(a) From each shipment select at random a number of rolls of felt equivalent to the cube root of the

total included in the lot. If the cube root as cal- culated proves to be a fractional number, express it as the next higher digit.

(b) Remove wrappers, cores, and other packing

material from each roll selected and weigh the roll and the packing material, etc., separately to the

nearest one-fourth pound. Then unwind each roll, and with a steel tape measure the length and the width of each end of the roll to the nearest one-fourth inch and reroll. Observe the appearance of the

material while unrolling and rerolling.

The finished material shall be free from visible external defects, such as holes, ragged or untrue

edges, breaks, rents, cracks, or indentations. The

rolls shall be capable of being unrolled easily at temperatures between 50° and 90° F. without sticking

in a manner that will injure the felt. The surface

of the felt shall not be coated or covered with talc, or other substances which would tend to interfere with the adhesion between the felt and the plying cement. The use of silica or wood flour will be

permitted. The surface shall be uniformly smooth

and shall be free from areas or patches of unabsorbed

saturant and superficial dry spots. Compute the weight per 100 square feet of each

roll examined, and from these weights compute the average weight of the shipment. In no case shall

this be less than 13 pounds per 100 square feet, and

any roll examined whose weight is less than 13 pounds per 100 square feet shall be cause for the

rejection of the whole shipment. If the average weight is above 15 pounds per 100 square feet, the material shall be paid for on the basis of 15 pounds

per 100 square feet.

(c) From the rolls examined for sampling select one, the weight of which is near the average weight

of the whole lot. Unroll and at approximately 25

feet from the end cut two samples the full width of the roll and approximately 40 inches long, label, carefully wrap, and transmit one to the testing

laboratory. Retain the other sample for check

analysis in case of dispute.

161
505.16 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Specification No. 81: ADDITIONAL REQUIREMENTS

GENERAL

This specification applies to coal-tar saturated rag

felt intended for use with coal-tar pitch for roofing

(F. S. B. specification. No 80; see 505.36, p. 179), and

coal-tar pitch for waterproofing and damp proofing

(F. S. B. specification No. 83; see 505.36, p. 179), in the construction of built-up roofing and membrane

waterproofing, respectively.

It shall be composed of rag roofing felt impregnated with a coal-tar saturant. SAMPLING AND DETERMINATION OF WEIGHT

AND WIDTH

Same as for F. S. B. specification No. 86, given

herewith. Federal Specifications Board, specification No. 82, United States Government master specification for surfacing materials for bituminous built-up roofing

December 29, 1923.

1. GENERAL

These specifications apply to surfacing materials intended for surfacing built-up bituminous roofing

and may be used interchangeably, but must be

applied in the manner described in the specification for application of the particular surfacing material. Surfacing materials shall consist of either roofing

gravel, slag, crushed hard stone, promenade tile, or

slate slabs.

(a) Roofing gravel.—Roofing gravel shall be hard,

durable, waterworn, dry, and free from clay, loam,

sand, and other foreign substances. It shall be

preferably within the following limits with respect to

size: Per cent Passing a %-ineh sieve - 100 Passing a %-inch sieve and retained on a '/4-inch sieve, not less than _ 80 Retained on a J^-inch sieve 100

(b) Roofing slag.—Roofing slag shall be crushed hard blast-furnace slag, dry, and free from sand,

dirt, clay, or other foreign substances. It shall be

preferably within the following limits with respect to

size: Per cent Passing a H-mch sieve -- 100 Passing a iHi-inch sieve and retained on a }4-uich sieve, not less than - - 80 Retained on a J^-ineh sieve 100

(c) Crushed stone.—Crushed stone for roofing shall be any hard, durable rock other than limestone

which will crush to particles of a fairly cubical shape

instead of long, thin, flat splinters. It shall be dry,

free from sand, dirt, clay, or other foreign substances and shall be preferably within the following limits with respect to size: Per cent Passing a 94-ineh sieve - — 100 Passing a 54-inch sieve and retained on a J4-incb sieve, not less than.. — 80 Eetained on a J^-inch sieve 100

(d) Promenade tile.—Promenade tile shall be

first quality vitrified shale tile, square edged, sound,

unwarped, and free from blisters, chipped edges, or other surface defects. The tile shall be grooved on

the back, so as to afford an ample bond, and of the

size and color specified in the contract. No dimension shall be more than 2 per cent above or below

the size specified.

(e) Slate.—Slate shall be of the quality, width,

length, and color specified for the particular job. It shall be clear and shall have a minimum thickness

of three-sixteenths inch with sides cut true.

2. SAMPLING

Roofing gravel, slag, and crushed stone shall be

sampled in accordance with A. S. T. M. D 75. (See 512.10, p. 216.)

3. LABORATORY EXAMINATION

(a) Sieve analysis of roofing gravel, slag, and

crushed stone.—A representative test sample of the

surfacing material, which in an air-dry condition weighs about 5 pounds, shall be selected from the sample submitted to the laboratory by quartering

or by the use of a sampler.

The sieves shall be of square mesh wire cloth in the

following sizes: One-eighth inch, one-fourth inch,

five-eighths inch, and three-fourths inch, these being the widths of the clear openings.

The sample shall be separated by means of the

sieves, sifting being continued until not more than

1 per cent by weight of the sample passes any sieve during one minute. Each size shall be weighed on

a balance or scale which is sensitive to 0.1 ounce

(approximately 3 g). The percentage by weight of the total sample

passing each of the sieves shall be determined and the percentage reported to the nearest whole number.

(6) Promenade tile and slate.—No laboratory

examination will be made.

Federal Specifications Board, specification No. 84, United States Government master specification for asphalt for mineral surfaced roofing, December 29, 1923. GENERAL

This specification applies to asphalt intended for use with asphalt-saturated rag felt for roofing and

waterproofing (F. S. B. specification No. 86; see

p. 160), in the construction of mineral-surfaced

built-up roofing in inclines not exceeding 3 inches

to the foot. Either petroleum asphalt, or mixtures

of refined Trinidad asphalt with petroleum asphalt, or asphalt fluxing materials will be acceptable

under these specifications, but the contract must

state the kind to be furnished. The asphalt shall conform to the requirements

listed in the following table, which also gives require- ments for additional specifications, as follows: Asphalt for waterproofing and damp proofing, Federal Specifications Board, specification No. 85. (See 505.16, p. 163.) Asphalt for unsurfaced built-up roofing, Federal

Specifications Board, specification No. 88. (See

505.16, p. 163.) Note.—If required, deliveries will, in general, be sampled and

tested by the following methods, but the purchaser reserves the

right to use any additional information to ascertain whether the

material meets the specification.

Properties

Specifi- cation No. 84Specifi- cation No. 85Specifi- cation No. 88

Melting point °F~ | 140-165 140-170 » 150-165

2 165-190

20- 50

10 100

• • -

:5

40

2 99

» 10-20

Penetration:

(a) At 77° F

(6) At 32° F., minimum

(c) At 115° F., maximum

Ductility at 77° F., minimum cm..

Volatile matter at 325° F., maximum

per cent.. Decrease in penetration at 77° F.

after heating, maximum ..per cent.. Soluble in carbon disulphide, mini- mum per cent.. Ash do

25- 50

10

3 5

1.5

40 <99

s mm. 20

25- 50

10 100

15

1

40

99

1 Grade 1.

2 Grade 2.

3 Other considerations being equal, preference will be given to asphalt having a minimum ductility at 77° F. of 20 cm.

4 In the case of petroleum asphalt only.

5 This requirement applies in the case of mixtures of refined Trini- dad asphalt with petroleum asphalt or asphalt in fluxing materials. The ash shall have the characteristics of the ash obtained from refined Trinidad asphalt.

162
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 505.16

The following tests shall be used to determine the

properties of asphalt for mineral-surfaced roofing, for waterproofing and damp proofing, and for unsurfaced built-up roofing covered by Federal Specifica- tions Board, specifications Nos. 84, 85, and 88.

(a) Appearance.—(See below "Appearance.")

(b) Melting point.—A. S. T. M. D36. (See 505.0,

p. 131.)

(c) Penetration at 77° F.—A. S. T. M. D5. (See

505.0, p. 118.)

(d) Penetration at 32° F.—This shall be deter- mined as in (c) at a temperature of 0° C. (32° F.), under a 200 g load, and for a period of 60 seconds

instead of a temperature of 25° C. (77° F.), a load

of 100 g and a period of five seconds.

(e) Penetration at 115° F.—This shall be deter- mined as in (c) using a temperature of 46° C. (115°

F.) a 50 g load, and a period of five seconds instead

of a temperature of 25° C. (77° F.) a load of 100 g, and a period of five seconds.

(/) Ductility.—A. S. T. M. D113. (See 505.0,

p. 126.)

(g) Volatile matter—A. S. T. M. D6. (See 505.0,

p. 119.)

(h) Penetration at 77° F. after heating.—The

sample from test (g) shall be melted at a temperature not exceeding 200° C. (392° F.) until fluid and

thoroughly mixed. It shall then be allowed to cool to room temperature and tested for penetration as

in 3 (c) at a temperature of 25° C. (77° F.) under a

load of 100 g, and for a period of five seconds.

(i) (1) Soluble in carbon bisulphide.—One g of the asphalt shall be placed in a beaker of 100 to 150

cc capacity, covered with cold carbon bisulphide,

and set aside for about 15 minutes, the liquid being

stirred every few minutes until the lumps break up and the asphalt goes into solution. The solid particles shall be allowed to settle and the carbonbisulphide solution of the asphalt decanted through a weighed Gooch crucible, prepared with a mat of asbestos fiber of a thickness that will scarcely

transmit light. The sediment remaining in the beaker shall be

crushed with a stirring rod, and a little more carbon

bisulphide added. The sides of the beaker also shall be washed down with carbon bisulphide. The contents of the beaker shall be poured into the crucible and all sediment washed from the beaker into the

crucible with carbon bisulphide. Suction may be used to aid in filtering. The sediment on the filter shall be washed with carbon bisulphide until the washings run through colorless. The crucible shall be set aside in a place free from dust until the carbon

bisulphide evaporates and then placed in an oven

at 105° C. (221° F.), (100° C. (212° F.) for No. 85)

for one hour. It shall then be cooled and weighed

and the soluble matter computed.

(2) Ash.—About 1 g of asphalt shall be placed in a crucible of about 30 cc capacity and incinerated

until the carbon is consumed and only mineral matter remains. Cool in a desiccator, and weigh.

From the weights of the original sample and the ash

obtained compute the percentage of ash. Federal Specifications Board specifications Nos.

84, 85, and 88 are uniform as to the following:

APPEARANCE

Freshly melted material shall be uniformly glossy,

and on aging one week its surface shall not become

dull or show any separation of oil, grease, paraffin

scale, or similar material. SAMPLING

From each shipment select at random a number of packages equivalent to the cube root of the total number of packages included in the lot. If the cube

root as calculated proves to be a fractional number,

express it as the next higher digit. Samples shall be taken at least 3 inches below the

surface and at least 3 inches from the side of each

container selected. A clean hatchet may be used

if the material is hard enough to shatter, and a

broad, stiff putty knife if the material is soft. An

auger, or brace and %-inch bit, or other suitable means may also be used. Avoid contamination

with superficial water, wooden slivers, or foreign matter. The samples so taken shall be combined by melting together, with constant stirring to prevent

overheating, but the temperature must not exceed

200° C. (392° F.). When thoroughly melted, two

1-quart friction-top cans shall be filled with the well-mixed material, allowed to cool, tightly sealed, marked for identification with the manufacturer's name and brand, etc., and one transmitted to the

testing laboratory. The other shall be retained for use in case of dispute.

LABORATORY EXAMINATION

(a) Appearance.—Carefully melt about 10 g of the asphalt at a temperature not exceeding 200° C.

(392° F.) and pour it into a small tin box or other

suitable container provided with a cover. At least one-half the surface shall be free from froth or bubbles. Allow the asphalt to cool in a place free from drafts and dust. When cool, examine the

surface, then cover with the lid and set aside for one week, after which period examine again. Immediately after cooling the surface shall be glossy

black, and after standing one week the surface shall not show any dulling or the separation of paraffin

scale or greasy or oily material. PACKING

This material shall be put up in steel drums or other suitable containers and delivered at the site of the job in original sealed packages as put up by the manufacturer. They shall be marked with the manufacturer's name and brand. Federal Specifications Board, specification No. 85, United States Government specification for asphalt

for waterproofing and damp proofing, December

29, 1923. This specification applies to asphalt intended

for use with asphalt saturated rag felt for roofing

and waterproofing (F. S. B. specification No. 86;

see p. 160) as a plying cement in the construction

of membrane waterproofing, or alone as a dampproof coating.

This asphalt is suitable for damp proofing and

waterproofing railroad bridges, tanks, retaining

walls, embankments, dams, conduits, foundations

of buildings, tunnels, subways, pools, reservoirs, etc. For properties, methods of testing, appearance,

sampling, laboratory examination, and packing,

see 505.16 (F. S. B. No. 84), page 162. Federal Specifications Board, specification No. 88, United States Government master specification for asphalt for unsurfaced built-up roofing, June 1, 1924. GRADES

This specification applies to asphalt intended for use with asphalt-saturated rag felt for roofing and

waterproofing (F. S. B. Spec. No. 86; see p. 160,) or asphalt-saturated asbestos felt, in the construction of unsurfaced built-up roofing. Either petroleum asphalt or mixtures of refined Trinidad asphalt

with petroleum asphalt or asphaltic fluxing materials will be acceptable under these specifications;

but the contract shall state the kind to be furnished.

163
505.16 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

It shall be furnished in one of two grades as specified in the contract, as follows: (1) For use on in- clines not exceeding 3 inches to the foot over boards,

and V/2 inches to the foot over concrete; (2) for use on inclines not exceeding 6 inches to the foot over

boards, and 3 inches to the foot over concrete. (For properties, methods of testing, appearance,

sampling, laboratory examination and packing,

see 505.16, F. S. B. No. 84, p. 162.) Federal Specifications Board, specification No. 87, United States Government master specification for asphalt primer for roofing and waterproofing.

1. GENERAL

This specification applies to asphalt primer in- tended for use, when specified, as a priming coat for concrete, gypsum, and other masonry surfaces over which asphalt built-up roofing, waterproofing, or damp proofing are to be applied. It shall consist

of an asphaltic base thinned to suitable brushing

consistency with a volatile solvent, and when tested by the methods contained in this specification shall meet the following requirements:

(a) The asphaltic base shall be not less than 35

per cent by weight.

ib) The asphaltic base separated as under 3 (6) shall have the following characteristics:

1. Melting point, 131° to 170° F.

2. Penetration, 15 to 50.

(c) The solvent used shall be a hydrocarbon

distillate having an end point on distillation not

exceeding 500° F., of which not more than 20 per cent shall distill under 248° F. The solvent shall be completely removed by the method given under

3 (6). If required, deliveries will, in general, be sampled

and tested by the following methods, but the pur- chaser reserves the right to use any additional information to ascertain' whether the material meets the specification:

2. SAMPLING

See "Sampling," American Society for Testing

Materials, serial designation D41. (See p. 152.)

3. LABORATORY EXAMINATION

(a) Weight of asphaltic base.—A portion of the sample shall be placed in a stoppered bottle or weighing pipette and weighed. About 1.5 g of the sample shall be transferred to a flat-bottomed metal

dish about 8 cm in diameter (a friction-top can

plug). The container shall be weighed again and

the exact weight of the portion of the sample trans- ferred to the weighed dish shall be computed by

difference. The dish with its contents shall be heated in an oven maintained at 105° to 110° C. (221° to 230° F.) for three hours, cooled, and

weighed. From the weight of the residue left in the dish and the weight of the sample taken, the percentage of nonvolatile residue (asphaltic base)

shall be computed.

(6) Separation of asphaltic base for examination.—

One hundred grams of the primer shall be distilled with steam at a temperature of 130° to 140° C. (266° to 284° F.) and the distillate collected in a

separatory funnel. The distillation shall be stopped

when 400 cc of water has distilled over. The residue from the distillation shall be dried at 105° to 110° C. (221° to 230° F.) for five hours, and then gradually

heated until all the moisture is expelled, but the temperature must not exceed 150° C. (300° F.).

(c) Examination of asphaltic base.—The asphaltic base separated in 3 (6) shall be tested for melting

point and penetration as follows:

1. Melting point.—The melting point shall be determined by A. S. T. M. D36. (See 505.0, p. 131.)

2. Penetration at 77° F.—The penetration shall be determined by A. S. T. M. D5. (See 505.0, p. 118.) Federal Specifications Board, United States Government master specifications for the construction

of built-up roofing of the following types:

Specification No. 146, for type 4 AWS, having

four layers or plies of felt. Specification No. 147, for type 5 AWS, having

five layers or plies of felt. Specification No. 148, for type 3 ACS, having

three layers or plies of felt. Specification No. 149, for type 4 ACS, having

four layers or plies of feh. Specification No. 150, for type 5 ACS, having

five layers or plies of felt.

1. GENERAL REQUIREMENTS

The roofing shall consist of layers or plies of asphalt saturated rag felt cemented together with

asphalt and surfaced with slag, gravel, or similar surfacing material as called for in the proposal

for the work.

Flashings of the type required under the specifi- cations for the building shall be included and shall conform to Government specification for flashings No. 156 or No. 157. (See 505.0, p. 141.)

2. DETAIL REQUIREMENTS

The roofing shall contain not less than the follow- ing quantities of materials per 100 square feet:

Type

Layers of asphalt saturated

rag felt (F. S. B. No. 86, p. 160)

Asphalt

primer

(F. S. B. No. 87, see above)

Asphalt

for mineral

surfaced

roofing

(F. S. B. No. 84, p. 162)

Roofing

gravel

(F. S. B. No 82, p. 162)

Roofing

slag

r (F. S. B. No. 82. p. 162)

Over woodOver woodOver wood

Over woodOver wood

4 AWS

5 AV/S

3 ACS

4 ACS

5 ACS

Pounds

60

76 None.

None.

Pounds

105

125

Pounds

400 400

Pounds

300 300

Over

concrete

Over

gyp- sum

Over

concrete

Over

gyp- sum

Over

concrete

Over

gyp- sum

Over

concrete

Over

gyp- sum

Over

concrete

Over

gyp- sum

Lbs. 300

300 300

Lbs. 45

60

76

Lbs.

4560

76

Lbs.

7.5

7.5

7.5

Lbs.

1515

15

Lbs.

130

150 170

Lbs.

130

150 170

Lbs. 400

400

400

Lbs. 400

400

400

Lbs.

300 300

300

In laying the roofing, the following general re- quirements shall apply:

The asphalt shall not be heated above 400° F. and shall be hot when the felts are laid. The layers of felt shall be laid so as to be free from wrinkles and buckles. The surfacing material shall always be dry when

applied and in addition shall be heated in cold weather. ADDITIONAL INFORMATION

Roofing of types 4 AWS and 5 AV/S is adapted to board sheathing with inclines not exceeding 3 inches

to the foot or precase gypsum slabs with inclines not exceeding 1 inch to the foot and shall not be

used on inclines steeper than these.

164
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 505.16

Roofing of the type 4 AWS should not require

repairs or renewals on account of the action of the elements for a period of 10 years, and roofing of type 5 AWS should so endure for 20 years. Roofing of types 3 ACS, 4 ACS, and 5 ACS is adapted to concrete and poured gypsum surfaces with inclines not exceeding 3 inches to the foot and

shall not be used on inclines greater than this. Such roofing is durable and should not require

repairs or renewals on account of the action of the

elements, in case of type 3 ACS, for 10 years, and

in the case of types 4 ACS and 5 ACS for 20 years. While the surface of roofing of type 5 ACS will require some attention in about the same time as

roofing of type 4 ACS, if the roofing is allowed to stand until complete failure, longer life can be

expected from type 5 ACS than from type 4 ACS.

(The full text of these specifications includes

specific requirements to be met and various methods

to be followed in the laying of the various types of

roofing.) Federal Specifications Board.

1. Specification No. 214, United States Govern- ment master specification for asphalt prepared roofing, September 30, 1924.

2. Specification No. 423, United States Govern- ment master specification for roofing, prepared,

asphalt and asbestos, slate surfaced, July 9, 1926.

3. Specification No. 296, United States Govern- ment master specification for slate surfaced, asphalt

prepared roofing and shingles, May 20, 1925. (The above specifications are uniform as to the

following:)

METHODS OF SAMPLING AND TESTING

1. The methods of sampling and testing of these

specifications conform in substance with A. S. T. M.

D228, with additions and variations as indicated under the individual specifications.

PACKING AND MARKING

This roofing shall be put up in rolls of 108 or 216 square feet, as specified in the order. (Rolls for No. 296 shall be put up in the quantity of 108 square

feet only.) No roll shall contain more than two

pieces of roofing nor shall there be more than 3 per cent of such rolls in a shipment. The rolls shall be tightly wound and their ends shall be protected

with metal caps, scrap roofing cloth, or other suit- able means. Each roll shall be wrapped with paper and shall be plainly marked with the manufacturer's name and brand and shall contain printed directions

for laying. Nails and lap cement shall be furnished

either in each roll or in bulk, as specified in the

contract. Roofing for export shipment shall be packed as mutually agreed upon by purchaser and

seller. The specifications are individually distinct, as

follows: Specification No. 214-'

1. CLASSES

This asphalt-prepared roofing shall be furnished

in two weights, medium and heavy, as specified in the order, proposal, or contract.

2. MATERIAL AND WORKMANSHIP

This asphalt-prepared roofing shall be composed

of rag-roofing felt saturated and coated on both

sides with asphaltic compounds and surfaced with

finely powdered talc or mica, which must prevent

sticking in the rolls.

3. DETAIL REQUIREMENTS

(a) Appearance.—The surface shall be smooth or

finely veined in appearance. Deeply ribbed roofing

will not be acceptable. The coating shall be uni- formly applied on both sides and up to the edge of the sheet, and no uncoated spots or defects such as

blisters, or large lumps of coating shall be perceptible.

(b) Width and area of roll.—

Width.—32 or 36 inches plus or minus one-quarter

inch. Area.—Not less than 108 square feet or 216 square

feet as specified in order.

(c) Average gross iveight per 108 square feet.—

Medium.—45 pounds.

Heavy.—55 pounds.

(d) Weight per roll of wrapping, packing, nails, and

cement.—Maximum, 3 pounds.

(e) Weight per 108 square feet of roofing exclusive of wrappings, packings, nails, and cement.—

Medium Heavy

Pounds Pounds

Average weight per 108 square feet 42 52 Minimum weight per 108 square feet 39.0 48.3

(J) Pliability at 77° F.—No cracking shall occur on bending through an arc of 180° over a %-inch

mandrel.

{g) Behavior on heating at 176° F.—No sliding,

blistering, or absorption of the surface coating shall occur.

(h) Minimum weight of moisture-free, desaturated

felt per 108 square feet.—

Medium.—10.8 pounds.

Heavy.—13.5 pounds.

(i) Thickness of desaturated felt, minimum.—

Medium.—0.048 inch. Heavy—0.060 inch.

(j) Ash of desaturated felt.—Maximum 10 per

cent.

(k) Saturation of felt, minimum.—

Medium.—130 per cent. Heavy.—140 per cent. The sheet of felt shall be thoroughly and uni- formly saturated.

(I) Weight of mineral surfacing and mineral

matter in coating lp8 square feet.—Maximum, 3 pounds.

(m) Nails.—The gage of the wire shall be 10 to

12, inclusive; the heads shall be not less than

three-eighths inch in diameter and not less than

0.025 inch thick. The shank shall be between

three-fourths and 1 inch long, and its lower end

pointed. The nails shall be zinc coated. Not less than an average of 250 nails shall be fur- nished for each 108 square feet of 36-inch roofing,

and not less than an average of 275 nails per 108

square feet of 32-inch roofing.

(w) Lap cement.—The lap cement shall be of such

nature as to firmly bind the laps without injurious

effect upon the prepared roofing. It shall consist of asphalt or coal tar pitch base dissolved in a volatile solvent. Three-fourths of a pint per 108 square

feet shall be furnished for 36-inch roofing and 1 pint per 108 square feet for 32-inch roofing.

METHODS OF SAMPLING AND TESTING

(Additional)

The roofing shall not stick and shall be free from

visible external defects, such as holes, ragged or

165
505.16 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

untrue edges, breaks, rents, cracks, indentations, or lumps of coating. The coating shall be applied on both sides and shall extend to the edge of the

sheet. Compute the area and weight per 108 square feet of each roll selected and from these weights compute the average weight of the shipment. Should

the weight of any 108 square feet be less than the minimum weight specified, 39.0 pounds for medium

and 48.3 pounds for heavy, it shall be cause for the

rejection of the whole shipment. Compute also the average weight of the packing materials, nails, and

cement.

Pliability.—Cut five strips 1 inch wide and 6 inches long in the direction of the fiber grain and

immerse them in water at 25° C. (77° F.) for 10 to 15 minutes.

Remove the strips from the water and immediately bend each strip over a mandrel two-fifths-inch

in diameter through an arc of 180° at a uniform

speed in approximately two seconds time. The

roofing shall not crack when so bent.

Specification No. 428:

I. GRADE

Slate-surfaced asphalt and asbestos prepared roof- ing shall be of one grade only, as hereinafter described.

II. MATERIAL AND WORKMANSHIP

This prepared roofing shall be composed of as- bestos roofing felt containing at least 85 per cent of asbestos fiber, saturated and coated with asphaltic

compounds. One side shall be surfaced with gran- ulated slate. The other side may be dusted with

talc or mica to prevent sticking in the rolls.

HI. DETAIL REQUIREMENTS

1. Color and appearance.—The color and distribu- tion of the slate shall be uniform throughout and

when so specified shall substantially match a sample

mutually agreed upon by buyer and seller. The

coating and slate surfacing must be continuous and

must extend to the edge of the sheet on one side and

may have an unsurfaced lapping edge approximately 2 inches wide on the other side. The edges

shall not be ragged.

2. Width and area of roll.—Width, 32 or 36 inches; plus or minus one-fourth inch; area, 108 square feet.

3. Weight per 108 square feet exclusive of wrapping,

packing, nails, and cement.—Minimum, 80 pounds.

Note.—Should the weight of any roll per 108 square feet be less than the minimum weight specified (80 pounds), it shall be cause

for the rejection of the whole shipment.

4. Volatile matter at 80° C. (176° F.) for two

hours.—Maximum, V/% per cent.

5. Behavior on heating to 80° C. (176° F.) for two hours.—There shall be no flowing, sagging,

blistering, or absorption of the surface coating. The

particles of slate shall not become detached and fall

off.6. Weight of moisture-free, desaturated felt per 108

square feet.—Minimum, 18 pounds.

7. Thickness of desaturated felt.—Minimum, 0.040

inch.

8. Ash of desaturated felt.—Minimum, 70 per cent.

9. Weight of saturant per 108 square feet.—Minimum, 0.60 times the weight of the moisture-free felt. 10. Weight of granulated slate per 108 square

feet.—Not more than 35 pounds.

11. Composition of felt.—The felt shall contain at

least 85 per cent of asbestos fiber. The remainder

may be hair, cotton rags or linters, starch, or other

suitable binding materials.

Nails and lap cement requirements are the same

as given in F. S. B. specification No. 214, page 165.

Specification No. 296: This specification is substantially the same as that of the American Society for Testing Materials,

serial designation D225 (see p. 154), standard specifications for slate-surfaced asphalt roll roofing and

slate-surfaced asphalt shingles, with the exception of the following:

I. PHYSICAL PROPERTIES

(Additions and variances)

1. Thickness of moisture-free desaturated felt.—

Minimum, 0.050 inch.

2. Trimmings.—If desired, trimmings shall be as

specified in order.

3. Weight per roll of wrapping, packing, etc.—

Maximum, 5 pounds.

Note.—The two most common varieties of shingles are the single or individual shingle, 8 by \23/i inches, and the strip or four-in-one

shingle, 10 by Z2\i inches, with four cut-outs H by 4 inches.

H. METHODS OF SAMPLING AND TESTING

(Additions and variances) DETERMINATION OF WEIGHT

(1) Slate-surfaced asphalt shingles.—Remove the wrappers and other packing material from each

package of shingles selected and weigh the shingles

and also the packing material to the nearest quarter

pound. Count the number of shingles or strips in each package taken, compute the area, and from

these results and the weight compute the weight

per 108 square feet. A minimum weight of less than 80 pounds shall be cause for rejection of the whole shipment. Observe the color and general appearance of the shingles while counting them and

compare with the mutually agreed upon sample.

The color and distribution of the slate shall be uni- form over the entire surface of the shingles. The

coating and surfacing must extend to the edge of each shingle. The edges shall not be ragged. No

patches of coating shall show through the slate sur- facing nor shall the slate and coating be broken from

the edges; the shingles shall be of the specified

shape and shall not stick together in the package

to such an extent as to tear off or loosen the coating

when unpacked.

SAMPLING FOE LABORATORY EXAMINATION

(2) Slate-surfaced asphalt shingles.—For sampling, take in the case of individual shingles, two shingles

from each package examined, or in the case of strip shingles, one strip from each two packages

examined. Carefully wrap, label, and transmit to the testing laboratory. The sample submitted to the laboratory shall contain at least six individual

shingles or two strips. Samples similar to those transmitted to the testing laboratory should be taken and retained for use in case of dispute.

LABORATORY EXAMINATION—WEIGHT Weigh each shingle or strip submitted to the

nearest gram (15 grains); measure to the nearest one-sixteenth inch and from the weights and area

so obtained compute the weight per 108 square feet

of the roofing fabric represented by each shingle or

strip. PACKING AND MARKING

Slate-surfaced asphalt shingles shall be packed in one-fourth or one-half square cartons or, as an

166
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 505.16

alternative, shall be wrapped in heavy paper or board ends and tied with substantial rope, wire, or

steel bands. The packages shall be plainly labeled with the manufacturer's name and brand and shall contain printed directions for laying. Shingles for export shipment shall be packed as mutually agreed

upon by the purchaser and seller. Federal Specifications Board, specification No.

294, United States Government master specification

for asphalt-saturated woven cotton fabric for waterproofing, May 20, 1925. (This specification is practically identical with

A. S. T. M. serial designation D173-27 (see above)

as to (1) physical properties, (2) workmanship and

finish, and (3) packing. The following require- ments for inspection of the material shall apply:)

When required, deliveries of asphalt-saturated cotton fabric will be sampled and tested by the

following methods, but the purchaser reserves the

right to use any additional information to ascer- tain whether the requirements of the specification

have been met.

1. Sampling and determination of weight and

width.—The weight per square yard and the width

of the material can be most accurately determined

by the inspector at the time he takes the samples

for transmittal to the testing laboratory.

(a) From each shipment of more than 1,000 rolls take at random a number of rolls of fabric equivalent to the one-half cube root of the total- number of

rolls included in the lot. If the cube root as calcu- lated proves to be a fractional number, express it as the next higher digit. From each shipment of 1,000

rolls or less take at random five rolls in each case.

(b) Remove wrappers and other packing materials from each roll selected and weigh the roll and the packing materials, etc., separately to the nearest quarter pound, then unwind each roll and measure

the length and width to the nearest quarter inch and observe the appearance of the material. Compute the area of each roll and the weights per square yard of each roll of fabric examined.

At approximately 25 feet from the end of each

roll cut two samples the full width of the roll and

40 inches long, label carefully, wrap, and transmit one to the testing laboratory. Retain the other sample for use in case of dispute.

2. Laboratory examination.—(a) Appearance —

Examine both sides of the sheet of saturated fabric and note the color and general appearance.

(6) Weight.—Trim the sample so that it is 36

inches long and the full width of the roll, measure

accurately to one-sixteenth inch and weigh to the

nearest gram (15 grains). From the measurements and weight so obtained compute the weight per

square yard.

(c) Pliability.—Cut five strips 1 inch wide and

6 inches long in the direction of the warp and im- merse in a cooling mixture of ice and water at 0° C.

(32° F.) for 10 to 15 minutes. The strips shaU then

be removed from the water and each strip bent flat upon itself through an arc of 180° at a uniform speed

in approximately two seconds and then through 360°

flat on itself in the opposite direction.

(d) Breaking strength.—Cut 10 strips of the fabric 6 inches long by 4 inches wide, taking five in the

direction of the warp and five in the direction of the

filling, respectively. Care shall be taken that no two strips include the same threads. No sample

for testing shall be taken at less than 8 inches from

either selvage. If the width of the goods does not admit of cutting pieces as stated, they shall be taken

as near the center as possible. Test both sets of

strips at 21° C. (70° F.) in a Scott or similar testing

machine of the inclination balance type, having a

capacity of from 100 to 150 pounds. The 1 by 1 by 3

inch grab method of testing shall be used and is defined as follows: The lower half of each pair of jaws of the machine shall be 2 inches or more in width a;nd the upper half shall be 1 inch in width.

The jaws shall be plain, smooth, and flat, with edges

slightly rounded to prevent cutting. The initial length of the test pieces between the jaws of the

testing machine shall be 3 inches and the pulling jaw

shall travel at a uniform rate of 12 inches per minute.

In making the test if any strip breaks nearer than

one-half inch to either jaw the reading shall be dis- regarded and an additional strip on the same threads,

if possible, shall be tested in its place. The average

of the five readings from strips cut in one direction

shall be taken as the breaking strength of the sample

in that direction.

(e) Volatile matter.—Cut two strips of asphalt- saturated fabric 6 inches wide and 12 inches long.

Weigh each strip and suspend it for five hours in an

oven maintained at 105° C. (221° F.) plus or minus

3° C. (5° F.), remove from the oven, cool in a desiccator, and weigh. Compute the loss in weight and

average the two results.

(/) Weight of desaturated fabric.—Cut a 2-inch

strip the full width of the sample, measure accurately, weigh, and extract with benzol 60 in a suitable extraction apparatus until the solvent runs through

colorless. Remove the desaturated fabric from the

extractor and allow to remain in air until the solvent has evaporated; brush off any adhering particles of surfacing and retain. Then place the desaturated

fabric in a tared weighing bottle, dry at 100° C.

(212° F.) for one-half hour, cool, and weigh. Compute the weight per square yard of the desaturated

fabric. The desaturated fabric so obtained is in a

moisture-free state.

(g) Surfacing material.—Filter the extract obtained in V, 2 (/) through a tared Gooch crucible prepared with a mat of asbestos fiber, wash all sedi- ment from the extraction apparatus into the Gooch

crucible with benzol 60 (see note above), and also transfer all surfacing brushed from the fabric above

in V, 2 (/) into the Gooch crucible, wash the insol- uble matter on the filter with benzol 60 (see note

above) until the washings run through colorless. Place the crucible with the contents in an oven at 100° C. (212° F.) for one-half hour, cool in a desiccator, weigh, and from the weights of the sample

taken in V, 2 (/), and the weight of surfacing

obtained compute the weight of surfacing per

square yard.

(h) Saturation of fabric.—The saturation or weight

of asphalt in the saturated fabric is the difference

in weight between the original sample taken for extraction in V, 2 (/), and the sum of the weights of desaturated fabric obtained in V, 2 (/), plus the weights of the surfacing material obtained in V, 2

(/) . The percentage saturation is obtained from the

following formula:

Weight of asphalt in the saturated fabric _percentage of sat- Weight of moisture-free desaturated fabric uration

(i) Thread count.—Count the number of threads

to the inch in both the warp and filling at five differ- ent places. The average of these shall be taken as the threads per inch or thread count.

(j) Character of fiber.—Select 10 threads at ran- dom from the desaturated fabrics and separate the

fibers in water on a microscope slide so that the

fibers are uniformly distributed. Now dry the

slides so prepared until aU the water is removed,

cool, and add a drop of zinc-chloride solution (Herzberg solution).

eo Carbon tetrachloride or carbon bisulphide will usually give the same results, but benzol shall be used in umpire tests in case of

I dispute.

100925°—30 12 167
505.16 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

The Herzberg stain is made according to the

following formula:

a i j.- a /20 g zinc chloride. Solution Aj 1Q &

c distmed w&ter_

i2.1

g potassium iodide.

0.1 g iodine.

5.0 cc distilled water. Dissolve solutions A and B separately; then mix

and allow to stand several hours or until all sedi- ment has settled out. The clear liquid is then decanted into a dark-colored bottle and is ready for use. The stain shall be kept in the dark and should be tested before use on known fibers. Cover the stained fibers with a cover glass, draw

off the excess stain, and examine under a micro- scope with a magnification of about 100 diameters. The fibers should all be stained a wine-red color. Federal Specifications Board, specification No.

424, United States Government master specification for roof coating, asphalt fibrous, July 9, 1926.

I. GRADE

Asphalt fibrous roof coating shall be of one grade

only, as hereinafter described.

II. MATERIAL AMD WORKMANSHIP

The coating shall consist of asphaltic materials,

with or without fatty oils, thinned with a volatile solvent to a heavy brushing consistency, and

asbestos fiber.

HI. DETAIL REQUIREMENTS

1. Condition in container.—The roof coating must

be a smooth, homogeneous mixture. It must not

separate or liver in the container.

2. Consistency.—It shall be of a heavy brushing

consistency to insure a film of appreciable thickness and yet not so stiff as to prevent easy application

with a 3-knot roof brush at the rate of approximately

1 gallon per 50 square feet over asphalt roofing.

3. Nonvolatile matter.—The roof coating shall yield not less than 60 per cent nonvolatile matter when 10 g are heated in an oven at 105° C. (221° F.) for 24 hours.

4. Asbestos fiber.—-The roof coating shall contain not less than 5 per cent and not more than 15 per cent of asbestos fiber. None of the asbestos fiber shall be less than one-eighth inch in length.

5. Time of setting.—When brushed on prepared

roofing and metal at the rate of 1 gallon per 50

square feet and exposed in the laboratory, the coating

shall set to a tough plastic coating free from sticki- ness within 24 hours.

6. Behavior at 60° C. (140° F.) —When brushed on

prepared roofing at the rate of 1 gallon per 50 square

feet and dried for 72 hours and then exposed to a temperature of 60° C. (140° F.) for five hours the

coating shall not slip or sag and shall not be absorbed

into the roofing.

7. Toughness.—When the test piece from III 6 has cooled to 25° C. bend quickly over a mandrel

10 mm (two-fifths inch) in diameter. The coating

shall not crack or flake from the roofing.

IV. METHODS OF SAMPLING AND TESTING

1. Sampling.—From each shipment the inspector

shall take at random a number of packages equivalent to the one-half cube root of the total number of packages in the lot. If this proves to be a fractional number, it shall be expressed as the next higher

whole number. The contents of each package

taken shall be thoroughly stirred until a homogeneous mixture is obtained. One pint of the coat- ing shall then be immediately drawn from each

package and transferred to a clean receptacle of

suitable size, which shall be kept tightly covered

except while the coating is being introduced. After

all the pint samples have been taken, the contents of this container shall be thoroughly stirred and two

1-quart samples of the composite sample shall be

transferred to a clean, dry container, which shall be

immediately stoppered, sealed, and distinctly labeled. One sample shall be transmitted to the

testing laboratory and the other shall be retained for check analysis in case of dispute.

2. Laboratory examination.—(A) Condition in

container.—Open the container when received at the laboratory and examine its contents. The material must be a smooth, homogeneous mixture, and there must not be any separation, caking, or livering. (B) Nonvolatile matter.—Weigh about 10 g of the sample in a weighed flat-bottom metal dish about 8 cm in diameter or in a friction top can plug. Heat

the dish with its contents in an oven maintained at 105° C. (221° F.) ±3° C. (5° F.) for 24 hours,

cool, and weigh. From the weight of the residue

left in the dish and from the weight of the original

sample taken compute the percentage of nonvolatile matter.

(C) Asbestos fiber.—Weigh from 2 to 5 g of the

coating and transfer to a small beaker. Add 25 to 50 cc of carbon bisulphide, stir until thoroughly

mixed and allow to stand for 15 minutes. Filter the

solution through a weighed Gooch crucible prepared

with a medium thick mat of paper pulp or a paper

disk, using suction, if necessary, to aid filtration. Wash the residue in the crucible with cold carbon

bisulphide until the washings are colorless, dry the

crucible with its contents in air at room temperature until the odor of carbon bisulphide has almost

disappeared, and then for one hour in an oven at 100° to 105° C.(212° to 221° F.),cool and weigh. From

the weight of the insoluble matter in the crucible and the weight of the sample taken compute the percentage of the matter insoluble in carbon bisul- phide and consider it as asbestos. Separate the

layer of insoluble matter obtained from the mat or

disk in the crucible and examine portions of it under

the microscope in order to determine the length of

fiber and the presence of material other than

fibrous asbestos. Ignite also a weighed portion of the insoluble matter to a red heat for one-half hour,

cool, and weigh. The residue obtained shall be not

less than 80 per cent. (D) Time of setting.—Brush the coating at the rate

of approximately 1 gallon per 50 square feet on

asphalt saturated felt and clean metal and allow

to dry in the laboratory. Test the coating at points not less than 2}<j cm (1 inch) from the top by touching

lightly with the finger. The coating is considered

to have set throughout to a tough plastic mass free from stickiness when gentle pressure of the finger does not move the coating and none of it adheres to the finger.

(E) Behavior at 60° C. (140° F.)—Prepare test pieces on asphalt saturated felt as in IV, 2, (D) and

allow to dry for 72 hours in a well-ventilated room. Suspend the test pieces vertically for five hours in an oven maintained at 80° C. (140° F.). On

examination at the end of this period the coating

shall not show blistering, sagging, or slipping of more than one-quarter of an inch and shall not be

absorbed into the felt. (F) Toughness.—Cool the test pieces from IV, 2, (E) to room temperature and bend quickly over a mandrel 10 mm (two-fifths of an inch) in diameter. In bending, the felt should be next to the mandrel. The coating shall not crack or flake from the roofing.

V. NOTES

Asphalt fibrous roof coating is intended for use

in the repair and coating of asphalt and metal

168
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 505.16

roofing and for application to concrete, masonry, and steel structures as a damp-proofing and protective coating. In the application of this material on concrete and masonry, it is advisable to apply a priming coat of asphalt primer described in United

States Government master specification No. 87. (See p. 164.) Underwriters' Laboratories, specifications for class C asphalt rag-felt sheet roofing and shingles, March,

1929. SCOPE

These specifications cover sheet roofing and

shingles composed of rag-felt saturated and coated with asphalt and surfaced with mineral surfacing

material. MATERIALS

FELT

Character.—This shall be a roofing felt produced

by the "felting" vegetable and animal fibers. Quality.—Felt of acceptable quality shall be uni- formly smooth, and upon splitting or tearing on the

bias, shall appear reasonably free from knots or lumps of stock which have not been beaten or shredded into fiber in the process of manufacture.

It shall also be reasonably free from foreign substances, such as fragments of stone, metal, leather, rubber, straw, wood, etc. Ash.—The ash in the moisture-free felt shall not exceed 10 per cent by weight.

Weight.—The "number" (that is, weight in pounds per 480 square feet) of the moisture-free (desaturated when determined from a sample of finished product) felt shall be not less than 48 for regular weight sheet roofing and shingles and 70

for heavy weight shingles.

SATURANT AND COATING

Character.—The saturating and coating com- pounds shall be composed principally of asphaltic

materials. The presence of saponifiable constit- uents shall be permitted. Flash point.—The saturating and coating com- pounds shall each have a flash-point of not less than 410° F. (210° C.) Pensky- Martens closed-cup

method.

Where the Pensky- Martens closed-cup apparatus

is not available for use at a factory, a modified

Elliot cup having the dimensions shown in Figure

25, p. 52 and supplied with a glass cover may be

used provided the minimum requirement is considered as 419° F. (215° C.) or a Cleveland open-cup

apparatus (A. S. T. M. D92 (see 504.0, p. 90) may

be used provided the minimum requirement is considered as 437° F. (225° C).

SURFACING MATERIALS

Character.—The surfacing material for sheet

roofing shall be of a noncombustible material, such

as powdered talc, mica, or granulated slate. The

surfacing on the weather side of shingles shall be

granular crushed slate or similar material. Granular surfacing shall be sufficiently free from

fines or dust to permit the firm adhesion of the larger

particles of the surfacing and provide a uniform

distribution. The underside of the sheet shall be

surfaced with noncombustible material, such as powered talc or mica. Weight of mineral surfacings and mineral in

coating.—Talc and mica surfaced, maximum, 2 pounds per 108 square feet; granular surfaced,

maximum, 35 pounds per 108 square feet. Note.—Should the weight exceed the above amounts, the materials shall nevertheless be acceptable, provided the finished weights

per 108 square feet are increased by a like amount over the figures stipulated under "Finished weight,"

FELT AFTER SATURATION

Character.—The felt shall be thoroughly and

uniformly saturated and show no unsaturated spots

at any point upon cutting 2-inch strips at random

across the entire sheet and splitting them open for

their full length.

Weight of saturant.—The weight of the saturant introduced into sheet roofing shall be not less than

1.4 times, and in shingles not less than 1.5 times, the weight of the moisture-free felt in the same respective

area. FINISHED PRODUCT

Character.—The finished product shall be composed of a single thickness of rag-felt saturated and

coated on both sides with asphaltic compound and

finished with a mineral surfacing.

The finished product shall be free from visible external defects, such as holes, ragged or untrue

edges and breaks, tears, cracks, protuberances, and

indentations. FELT AFTER SATURATING, COATING, AND SURFACING

Distribution of coating.—The coating shall uni- formly and completely cover both sides of the

material.

Pliability.—The coating of talc and granular sur- faced sheet roofing shall be of such a nature that,

when a strip of roofing maintained at 77° F. (25° C.)

is bent through 180° at a uniform speed in exactly two seconds time, four out of five samples shall not

crack over a mandrel of the following size: Smooth sheet roofing.—0.4 inch (10 mm) in diameter. Granular sheet roofing.—1.0 inch (25 mm) in diameter.Distribution of surfacing.—The surfacing shall be uniformly distributed over the coated felt. It

shall be so distributed that any coating which may

have been forced up between particles will not give

rise to a discolored or mottled appearance. Granular surfacing and coating may be omitted

for a strip along one edge of sheet roofing to provide

a bare lapping edge.

Adhesion of surfacing.—The granular surfacing

shall be embedded in the coating compound in such

a manner that when rubbed vigorously with the hand sufficient surfacing will remain embedded to completely cover the coating.

Behavior on heating.—When suspended vertically

in an oven heated to 176° F. (80° C.) for two hours

there shall be no flowing, sagging, blistering, or absorption of the surface coatings. Granular sur- facings shall not slide more than one sixteenth of an

inch. The loss in weight (volatile matter) shall not

exceed 1.5 per cent.

Stickiness.—The coating and surfacing shall be of such a nature that sheet roofing will not crack or

stick together so as to cause tearing or damage upon

being unrolled at atmospheric temperatures above

50° F. (10° C.), and that shingles will not adhere

together in the bundles so as to tear off or loosen the

coating when unpacked.

DIMENSIONS

Sheet roofing.—Sheet roofing may be made in 36-

inch, 32-inch, or smaller widths.

Individual shingles.—Individual shingles shall average not less than 12}^ inches long by 8 or 9

inches wide. The variation in the dimensions of the shingles

shall not exceed one-fourth inch under those specified.The use of labels on shingles of other than the

individual rectangular type (laid not more than 4

169
505.16 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

inches to the weather) is not authorized for any

manufacturer unless such authorization is contained

in supplement to this standard.

Special shingles.—Each special shingle must be

submitted to the laboratories for investigation, and

the use of labels is permitted only when authorized

in the form of a supplement to this standard. WEIGHT

The weight of the finished product, exclusive of wrapping, packing, loose mineral surfacing, nails, and cement, shall not be less than the following

minimum for individual packages and average for the lot:

Per 100 square Per 108 square

feet feet

Mini- Aver- Mini- Aver- mum age mum age

Sheet roofing: Talc or mica _ _ _ 37 38.8 40 42 Granular surfaced 74 75.9 80 82

Shingles: No. 48 felt-. 74 75.9 80 82 No. 70 felt 92.6 97.3 100 105

LAP CEMENT

Character.—The lap cement shall be composed of bituminous materials dissolved in a volatile solvent,

and shall be of such a nature as to firmly bind the

laps without injurious effect upon the roofing. Flash point.—The cement shall have a minimum

flash point of 71° F. (21.5° C.) (Tagliabue closed cup tester). Quantity.—Sheet roofing in 36-inch width shall be

supplied with not less than three-fourths pint of lap cement per "square," 32-inch width with 1 pint, and

in 16 and 18 inch widths with 1% to 2 pints of lap cement. Roofer's rolls shipped in carload lots need

not contain lap cement. NAILS FOR SHEET ROOFING

Dimensions.—The diameter of wire shall not be

greater than No. 10 (0.135 inch) nor thinner than No. 12 (0.105 inch) ; the heads shall not be less than

one-eighth inch in diameter nor less than 0.025 inch

thick; the shank shall be not less than three-fourtns inch long and shall be either smooth or barbed, and

if the latter, then the barbings shall not increase the diameter of the lower two-thirds more than 0.01 inch; the lower end of the shank shall be pointed.

Protective coating.—Nails shall be zinc coated with not less than one-half ounce nor more than 1%

ounces per square foot of nail surface. Hot galvanized, electro-galvanized, or sherardized coating

will be accepted.

Quantity.—There shall be furnished per "square"

an average of not less than 252 nails for 36-inch,

275 for 32-inch, 504 for 18-inch, and 550 for 16- inch roll roofings, respectively. "Roofer's rolls" shipped in carload lots need not contain nails. PACKING

Sheet roofing shall be wound tightly and wrapped

in a substantial package, except that the wrappers and heads may be omitted on "roofers' rolls" when

shipped in carload lots. These may be tied with a

stout cord in at least two places or secured by 3-inch gummed paper tape on each end.

Shingles shall be packed in cardboard or wooden

containers, or otherwise wrapped to make a substantial package.

INSTRUCTIONS FOR LAYING

Instructions for laying shall be supplied with each

package of sheet roofing and with each package of

shingles, except as noted below.

Instructions for laying and trimmings may be

omitted from "roofers' rolls" when shipped in car- load lots. The instructions should cover explicitly the manner of preparing the deck; laying the sheets or

shingles; forming the joints between the sheets or

shingles; nailing; applying the lap cement; flash- ing at walls, chimneys, vent pipes, hips, ridges, eaves, and gutters; forming valleys; and suggestions for care and maintenance of the roof covering. Instruction sheets for laying sheet roofing and

shingles shall be subject to review and acceptance

by the laboratories. MARKING

In addition to Underwriters' Laboratories inspection label as evidence of compliance with these specifications, the manufacturer's name or trade-mark

or identification mark shall be on each package.

Where the product is made in several plants of a

given manufacturer, each package shall be marked

to indicate the plant of origin.

Markings may be in code when registered with

Underwriters' Laboratories. Such code markings,

if used, will be embodied in a supplement to this standard.

505.17 Asphaltic Mastic Flooring.

(No nationally recognized specifications available.)

505.19 Miscellaneous Specifications for Asphalt and Other Bituminous Materials. Federal Specifications Board, specification No. 19, United States Government specification for asphalt

varnish, January 2, 1923.

1. GENERAL

This varnish shall be composed of a high grade

of asphalt fluxed and blended with properly treated drying oil and thinned to the proper consistency

with a volatile solvent. It must be resistant to

air, light, lubricating oil, water, and, when the

contract so specifies, to mineral acids of the concentration hereinafter specified. It must meet the

following requirements:

Appearance.—Smooth and homogeneous; no liv- ering or stringiness. Color.—Jet black. Flash point (closed-cup).—Not below 30° C.

(86° F.). Action with linseed oil.—Varnish must mix readily to a homogeneous mixture with an equal volume of raw linseed oil. Matter insoluble in carbon bisulphide.—Not more

than 1 per cent. Nonvolatile matter—Not less than 40 per cent by

weight.

Fatty matter.—Not less than 20 per cent of the

nonvolatile. Must be liquid and not show a

violet coloration by the Liebermann-Storch test. Set to touch.—Within five hours. Dry hard and tough.—Within 24 hours. Toughness.—Film on metal must withstand

rapid bending over a rod 3 mm (% inch) in diameter. Working properties.—Varnish must have good

brushing, flowing, covering, and leveling properties. Resistance to water.—Dried film must withstand

cold water for 18 hours.

170
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 505.19

Resistance to oil.—Dried film must withstand

lubricating oil for six hours.

Resistance to mineral acids.61—Dried film must

withstand action of the following acids for six hours: Sulphuric acid, specific gravity 1.25 (about 33 per cent); nitric acid, specific gravity 1.12 (about

20 per cent) ; hydrochloric acid, specific gravity

1.09 (about 18 per cent). Note.—Deliveries will, in general, be sampled and tested by the

following methods, but the purchaser reserves the right to use any

additional available information to ascertain whether the material meets the specification.

2. SAMPLING

It is mutually agreed by buyer and seller that a

single package out of each lot of not more than 1,000

packages be taken as representative of the whole. Whenever possible an original unopened container

shall be sent to the laboratory. When for any

reason this can not be done, the inspector shall select a package and thoroughly mix its contents. He shall fill a 1-quart, clean, dry container from this package, securely stopper it with a new clean cork, or well-fitting cover or cap, seal, and distinctly

label it. The inspector shall take a duplicate from

the container sampled to be held for check in case of dispute, and, when requested, shall take a sample

for the seller.

3. LABORATORY EXAMINATION

(a) Appearance and color.—Pour some of the thoroughly mixed sample on a clean, clear glass

plate and stand in a vertical position until the excess varnish has drained off. Examine the film by trans- mitted light. The varnish must be smooth and

homogeneous and must not show any separation or segregation of the constituents. Examine the film by reflected light. The film must be jet black in

color.

(b) Flash point.—Determine with either the "tag" or Elliott closed-cup tester. The former

is preferred.62

(c) Action with linseed oil.—Pout 10 cc of the varnish into a test tube and add an equal volume of raw linseed oil conforming to Bureau of Standards

Circular No. 82. Stopper the test tube and shake

vigorously for several minutes. Then pour some

of the mixture on a clear glass plate and stand in a

vertical position. After the excess varnish has

drained off examine the film by transmitted light. There shall be no separation of the oil and varnish.

(d) Matter insoluble in carbon bisulphide.—Weigh

about 5 g of the varnish into a small beaker, add 25

cc of carbon bisulphide, and allow to stand for 15 minutes. Filter through a weighed Gooch crucible,

prepared with a medium thick mat of asbestos,

using suction if necessary to aid in filtration. Wash

the residue in the crucible with carbon bisulphide

until the washings are colorless. Dry in air at room temperature until the odor of carbon bisul- phide has almost disappeared, and then for one hour

in an oven at 110° C. Cool and weigh. From the weight of the insoluble left in the crucible and the weight of sample taken calculate the percentage of insoluble in carbon bisulphide.

(e) Nonvolatile matter.-—Place a portion of the sample in a stoppered bottle or weighing pipette.

Weigh the container and sample. Transfer about

1.5 g of the sample to a weighed flat-bottomed metal

dish about 8 cm in diameter (a friction-top can plug).

Weigh the container again and by difference calculate the exact weight of the portion of sample trans61 Only required when the contract specifically demands asphalt varnish that is resistant to mineral acids.

6! Directions for using the "tag" tester may be found in A. S. T. M. D56. (See 503.0, p. 43.)

ferred to the weighed dish. Heat the dish with its contents in an oven maintained at 105° to 110° C.

for three hours. Cool and weigh. From the weight

of the residue left in the dish and the weight of the sample taken calculate the percentage of nonvolatile residue.

(J) Fatty matter.—Weigh about 5 g of the varnish

into a wide-mouthed flask, add 50 cc of benzol and

5 g of clean, fine silica sand and heat under a reflux condenser on a steam bath until the varnish is entirely dissolved. Add 25 cc of ethyl alcohol denatured with methyl alcohol and 25 cc of a 0.5 % alcoholic caustic soda solution and continue boiling

under the reflux condenser for one-half hour. Re- move the condenser and evaporate the solution to dryness. Add to the residue in the flask 50 cc of

distilled water and heat until the residue is disinte- grated. Filter the water solution of the soaps. Repeat this operation with 25 cc portions of water

until the residue is completely disintegrated and the wash water is clear and colorless. Combine the filtrates (the soap solution and washings), acidify with hydrochloric acid, and heat until the fatty acids and any emulsified asphalt separate

and rise to the top and the water below is clear. Cool, transfer to a separatory funnel, and extract

three times with 25 cc portions of ether. Combine

the ether extracts and wash with water until free from acid. Filter the ether extracts through paper

into a beaker and wash the residue on the paper with

ether until the washings run through colorless. Evaporate the ether solutions to dryness.

Add 10 to 15 cc of 95 per cent ethyl alcohol to the

residue in the beaker and warm on the steam bath. Cool to room temperature and filter through paper

into a tared flask or dish. Repeat this operation

with 5 cc portions of 95 per cent ethyl alcohol until the alcohol remains colorless. Finally wash the

residue on the paper with 95 per cent ethyl alcohol

until the washings run through colorless. Evaporate the alcoholic solution to dryness on a steam bath

and heat for an hour in an oven at 105° C. (221° F.). Cool and weigh. From the weight of the residue

in the flask and the weight of the original sample

calculate the percentage of fatty matter. (Sometimes the residue obtained after saponifica- tion and the evaporation of the benzol and alcohol from the saponifying mixture is not completely dis- integrated by boiling with water. In that case extract with water until nothing further dissolves and

then dry. Dissolve in benzol, using heat if necessary, and wash the benzol solution several times

with water. Heat the washings until the odor of benzol has disappeared and add to the soap solution before acidifying.)

The fatty matter obtained above must be a clear, amber-colored liquid. A fugitive violet color shall not be obtained when the fatty matter is subjected

to the following test: Dissolve a small amount of the fatty matter in 5 cc of acetic anhydride, warming if necessary to aid solution. Cool, draw off the

acetic anhydride solution, and add a drop of sul- phuric acid, 1.53 specific gravity.

(g) Drying time.—Pour the varnish on a clean glass

plate not less than 15 cm (6 inches) long and 10 cm

(4 inches) wide. Place the plate in a nearly vertical position in a well-ventilated room, but not in the

direct rays of the sun. The temperature of the room

should be from 21° to 32° C. (70° to 90° F.). Test

the film at points at not less than 2.5 cm (1 inch)

from the edges of the film by touching lightly with

the finger. The varnish is considered to have set to touch when gentle pressure of the finger shows a tacky condition, but none of the varnish adheres to the finger. The varnish is considered to have dried hard when the pressure that can be exerted between

the thumb and finger does not move the film or leave a mark which remains noticeable after the spot

171
505.19 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

is lightly polished. If rapid light rubbing breaks

the surface, the sample is not considered to have

satisfactorily dried hard. In case the test shows

time of setting to touch or drying hard more than 5 and 24 hours, respectively, two additional tests shall be run on different days, and if the varnish does not meet the above drying and hardening requirements on both of these additional tests it shall be considered

unsatisfactory. In cases where different laboratories

fail to agree on the drying test, due to different atmospheric conditions, and umpire tests are necessary, such tests shall be made in a well-ventilated room maintained at a temperature of 70° F. and

relative humidity of 65 per cent saturation.

(h) Toughness.—Flow the varnish on one side of a

dry steel plate that has previously been cleaned of

all scale, rust, and grease. This plate should be

about 0.4 mm (0.016 inch) thick, and 10 by 15 cm

(4 by 6 inches) will be found of convenient size. Let the test piece dry in a vertical position, not in direct rays of the sun, in a well-ventilated room at a temperature not below 21° C. (70° F.) for a

period of not less than six days. Now bring the

&

Figure 76.

Engler viscosimeter

test piece to a temperature between 21° and 24° C.

(70° to 75° F.) and, with the varnish film on the

outside, bend rapidly over a rod 3 mm (}& inch) in diameter. The film must show no evidence of crack- ing or flaking.

(i) Working properties.—A clean piece of steel plate similar to that used for testing the toughness

of the varnish shall be used for determining the working properties. The plate shall be thoroughly

cleaned of all grease and rust and dried. It shall then be laid in a horizontal position and one coat of the varnish applied by brushing. The varnish shall work easily under the brush, showing no tendency

to draw or pull, and shall flow out to a smooth,

glossy, jet-black film, free from brush marks, blisters, pinholes, or other defects. Test pieces prepared in the above manner and allowed to dry in a horizontal

position, not in the direct rays of the sun, in a well- ventilated room, at a temperature not below 21° C.

(70° F.) for a period of not less than six days, shall be used for testing the resistance of the varnish to cold water and lubricating oil. (j) Resistance to water.—A test piece, prepared and

dried as under (i) , shall be inclined at an angle of 45°

to the vertical, and a gentle stream of cold tap water

with a temperature of about 25° C, (77° F.) allowed

to flow for 18 hours down the middle of the varnished

surface. After wiping off with a soft cloth or chamois

skin any deposit due to the tap water the varnish

must show no whitening, dulling, softening, or other

visible defects.

(k) Resistance to lubricating oil.—A test piece pre- pared and dried as under (i) shall be laid flat and in at least two different places several drops of locomotive engine lubricating oil 63 allowed to stand in contact with the film for six hours. During the test the

spots of oil shall be covered with small watch glasses. After wiping off the oil with cotton waste no soften- ing or other deterioration of the film due to the

lubricating oil shall be perceptible.

(I) Resistance to mineral add.—A piece of dry

steel plate free from scale, rust, and grease shall be

used for this test. It shall be laid in a horizontal

position and one coat of the varnish applied by

brushing. This coat of varnish shall then be allowed

to dry for 24 to 48 hours, when a second coat shall be applied. The second coat shall be allowed to dry,

as in ({) , for a period of not less than six days before

testing. The test pieces shall then be laid flat and in

different places several drops each of sulphuric acid,

specific gravity 1.25, nitric acid, specific gravity

1.12, and hydrochloric acid, specific gravity 1.09, shall be allowed to remain on the surface of the film

for six hours at room temperature, about 21° C.

(70° F.). During the test the drops of acid shall be

covered with small watch glasses to prevent evaporation. After six hours the acid shall be washed off with tap water, and after drying for one hour the spots

previously in contact with the acid examined. They

shall show no appreciable change in-hardness. The

film shall then be allowed to dry for 12 hours, when

it shall again be examined. The spots exposed to the

acid shall show no disintegration or browning, and

their luster shall not be impaired. A slight bloom

around the area of the spot exposed to the acid shall not be considered an indication of failure. The

film shall then be removed with carbon tetrachloride,

chloroform, or carbon bisulphide and the metal

examined. It shall show no corrosion.

4. BASIS OF PURCHASE

Asphalt varnish shall be purchased by volume, the

unit being a gallon of 231 cubic inches at 15.5° C.

(60° F.). The volume may be determined by

measure or, in case of large deliveries, it may be

easier to determine the net weight and specific

gravity at 15.5/15.5° C. (60/60° F.) of the delivery.

The weight per gallon in pounds can then be deter- mined by multiplying the specific gravity by 8.33. The net weight in pounds divided by the weight per

gallon gives the number of gallons.

505.2 ROAD OILS.

505.20 General Items.

United States Department of Agriculture, Bulletin

1216, method of test for specific viscosity, 1928.

1. The viscosity of fluid bituminous road materials may be determined at any suitable temperature by

means of the Engler viscosimeter. This apparatus

is shown in Figure 76, and may be described as

follows: a is a brass vessel for holding the material

to be tested, and may be closed by the cover b. To

the conical bottom of a is fitted a conical outflow

tube, c, exactly 20 mm long, with a diameter at the top of 2.9 mm and at the bottom of 2.8 mm. This

tube can be closed and opened by the pointed hard- wood stopper d. Pointed metal projections are placed on the inside of a at equal distances from the bottom, and serve for measuring the charge of

•> A straight mineral oil having a viscosity (Saybolt universal) of about 75 seconds at 210° F.

172
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 505.29

material, which is 240 cc. The thermometer e is used to ascertain the temperature of the material

to be tested. The vessel a is surrounded by a brass

jacket, /, which holds the material used as a heating

bath, either water or cottonseed oil, according to the temperature at which the test is to be made. A

tripod, g, serves as a support for the apparatus and

also carries a ring burner, h, by means of which the bath is directly heated. The measuring cylinder of 50 cc capacity, which is sufficiently accurate for work with road materials, is placed directly under the outflow tube.

2. As all viscosity determinations should be

compared with that of water at 25° C, the apparatus

should be previously calibrated as follows: The

cup and outlet tube should first be scrupulously

cleaned. A piece of soft tissue paper is convenient

for cleaning the latter. The stopper is then in- serted in the tube and the cup filled with water at 25° C. to the top of the projections. The measuring cylinder should be placed directly under the outflow tube, so that the material, upon flowing out,

will not touch the sides, and the stopper may then

be removed. The time required for 50 cc to run

out should be ascertained by means of a stop

watch, and the results so obtained should be checked a number, of times. The time required

for 50 cc of water should be about 1 1 seconds.

3. Bituminous road materials are tested in the same manner as water, and the temperature at which the test is made is controlled by the bath. The material should be brought to the desired temperature and maintained there for at least three minutes before making the test. The results are expressed as specific viscosity compared with water

at 25° C, as follows:

Specific viscosity at A° C.= Seconds for passage of 50 cc at A" C. Seconds for passage of 50 cc of water at 25° C. 505.21 Oil for Cold Application.

(No nationally recognized specifications available.) 505.22 Oil for Hot Application.

Federal Specifications Board, specification No.

275, United States Government master specifica- tion for road oil for hot application, type OH-1-25,

May 8, 1925. GRADE

One grade only is covered by this specification.

MATERIAL AND WORKMANSHIP

The material supplied under this specification shall be a road oil prepared from suitable asphaltic pe- troleum. GENERAL REQUIREMENTS

The road oil shall be homogeneous, free from

water, and shall not foam when heated to 120° C.

(248° F.). DETAIL REQUIREMENTS

PHYSICAL AND CHEMICAL PROPERTIES The road oil shall meet the following require- ments:

1. Specific gravity 25°/25° C. (77777° F.), not

less than 0.970.

2. Flash point, not less than 80° C. (176° F.).

3. Specific viscosity 100° C. (212° F.), not more

than 60.

4. Float test at 32° C. (89.6° F.), not less than 60

seconds

5. Loss at 163° C. (325° F.) 50 g, five hours, not more than 10 per cent.

(a) Float test of residue 50° C. (122° F.), not

less than 60 seconds.

6. Bitumen (soluble in carbon disulphide), not

less than 99.5 per cent.

7. Per cent of bitumen insoluble in 86° B. naphtha, not less than 6 per cent. METHODS OF TESTING

Tests of the physical and chemical products of the road oil shall be made in accordance with the

following methods:

1. Specific gravity, A. S. T. M. D70. (See 505.0,

p. 125.)

2. Flash point, A. S. T. M. D92. (See 504.0,

p. 90.)

3. Specific viscosity (on first 50 cc) , United States Department of Agriculture Bulletin 1216. (See

505.20, p. 172.)

4. Float test, A. S. T. M. D139. (See 505.0,

7. 127.)

5. Loss on heating, A. S. T. M. D6. (See 505.0,

p. 119.)

6. Bitumen (soluble in carbon disulphide), A. S. T. M. D4. (See 505.0, p. 117.)

7. Bitumen insoluble in naphtha, United States Department of Agriculture Bulletin 1216. (See

505.0, p. 144.) ADDITIONAL INFORMATION

1. The material covered by this specification is intended for use primarily in the hot surface treat- ment of macadam, gravel, or shell roads. It may

also be used in the maintenance of bituminous

macadam roads.

2. In connection with this specification, see United States Government master specification, F. S. B. No. 280 for Refined Tar for Hot Application. (See 505.32, p. 177.) 505.23 Oil Asphalt. (See 505.14.)

505.29 Miscellaneous Specifications for Road

Oils. American Society for Municipal Improvements,

temporary substitute for road oil, 1922. See A. S. M. I. specifications for broken stone and

gravel roads, section 31, 512.15, page 249. American Society for Municipal Improvements,

specifications for broken stone and gravel roads, 1922. See 512.15, page 245. (This specification contains requirements for certain types of oils and tars for road construction.)

American Society for Testing Materials, tentative

specifications for calcium chloride for dust prevention, serial designation D98-22T, 1922.

1. These specifications cover calcium chloride to be applied to the surface of highways as a dust pre- ventive.

I. PROPERTIES AND TESTS

2. The calcium chloride shall be in the form of loose dry lumps or flakes, and fine enough to feed

readily through the common forms of spreaders used

in road work, and when tested by means of labora- tory screens and sieves shall meet the following

requirements:

Passing %-inch screen 100 per cent. Retained on K-inch screen Not more than 20 per cent. Passing No. 20 sieve Not more than 10 per cent.

3. Ten grams of the material dissolved in 100 cc

of boiling water shall show less than 1.0 per cent

insoluble residue. Not more than 1.0 cc of normal

acid shall be required to neutralize the alkalinity of the filtrate, using methyl orange. The chemical

173
505.29 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

composition shall conform to the following require- ments. CaCh (anhydrous) — Not less than 73 per cent. MgC)2 Not more than 0.5 per cent. NaCl - --. Not more than 2 per cent. Other impurities Not more than 1 per cent. The percentage of calcium chloride shall be cal- culated from the percentage of calcium in the filtrate above referred to, after making a deduction for the S04 , which shall be assumed to be in combination as CaS04 . H. PACKAGES

4. The calcium chloride shall be delivered in air- tight moisture-proof bags or sacks containing ap- proximately 100 pounds each, or in air-tight steel drums weighing not more than 350 pounds each. The name of the manufacturer, the lot number, the approximate net weight, and the percentages of calcium chloride guaranteed by the manufacturer

shall be plainly marked on each container,

in. INSPECTION

5. Every facility shall be provided the purchaser

should he elect to have his own representative sample

the material at the plant. If the purchaser decides to sample the material after delivery in the field it

is understood that a 3 per cent variation in content

of CaCl2 from the chemical composition stated in section 3 shall be permissible.

6. Calcium chloride shall be rejected if it fails to pass any of the requirements of these specifications

and if it has become caked or sticky in the containers

before opening.

IV. BASIS OF PAYMENT

7. Payment will be made on the basis of total number of pounds of 100 per cent calcium chloride

delivered. 505.3 TAR AND TAR PITCH.

505.30 General Items.

American Wood-Preservers' Association, Manual

of Recommended Practice, standard definition of

tar, 1921. Tar, in the scientific sense, may be properly defined as a nonaqueous liquid product obtained in the

destructive distillation of complex organic matter. Tars vary greatly in character, both chemically and

physically. They may be roughly divided into three classes: Class A.—Tars consisting principally of com- pounds belonging to the aromatic series, and containing well-defined amounts of phenoloids.

Class B.—Tars consisting principally of com- pounds belonging to the aromatic series, but lacking

phenoloids.

Class C.—Tars consisting principally of com- pounds belonging to the aliphatic series. 505.31 Tars for Cold Application to Roads.

American Association of State Highway Officials, tentative standard specifications for highway materials, 1929. No. 24. Tar for surface treatment (cold application) . No. 25. Tar for surface treatment (hot application) . No. 26. Tar for use in the maintenance of cracks and for sealing joints in concrete roads. No. 27. Tar cement. No. 28. Tar cement for repair work (cut-back

product)

,

1. The tar cement shall conform to the follow- ing requirements:

N0.241 No. 25 No. 26 No. 27 No. 28

Water, maximum . Specific viscosity Engler

50 cc at 40° C

2.0

>5-35

88

3 7.0

0.0 0.0 0.0 2.0

2 35-80

80

2-10

8-20

18-30 338

3 70.0

Total bitumen, soluble

in carbon disulphide, minimum per cent

Distillation test of waterfree material, total distillate, by weight: 0°tol70°C-percent—

0° to 235° C__.do—

.

80

3 1.0

80

3 1.0

78

3 1.0

0° to 270° C.do

0° to 300° C.__do

Softening point of resi- due from distillation

test, °C_ percent . Float test, 50° C.-seconds

3 37.0

3 45.0

» 60.0

3 15.0

3 25.0

' 85.0

60-150

3 15.0

3 25.0

3 70.0

75-100

3 10.0

2 20.0

3 70.0

* 100-220

1 It is suggested that the maximum requirements for percentages of

distillate for tars having a specific viscosity of 18 to 35 be as follows:

to 170° C, 5 per cent; to 270° C, 30 per cent; to 300° C, 40 per

cent.

2 The viscosity of the material will be subject to variation within

the limits designated, as may be directed by prior instructions fur- nished the producer, in order to meet the local and varying conditions

of temperature and pavement. It is suggested that the following ranges of specific viscosity be used: For No. 24, 5 to 8, 8 to 13, 13 to 18, 18 to 25, 25 to 35. For No. 28, 35 to CO, 60 to 80.

3 Maximum.

4 The consistency of the tar cement will be subject to variation between a 60-second range, within the limits designated by prior instructions furnished the producer in order to meet the local climatic

conditions. It is suggested that the following ranges of float test be

used: 100 to 160; 160 to 220.

2. Sampling and testing. —See 505.31, (see below)

test methods listed following table of A. S. T. M. tar

specifications, and for the float test, see A. S. T. M.

D139, 505.0, page 127. American Association of State Highway Officials, standard specifications for highway bridges and

incidental structures, 1928. BITUMINOUS MATERIALS

BITUMINOUS CARPETS Tar for first or prime coat.—The first or prime

coat (cold application) for tar bituminous carpets on concrete or wood bridge floors, shall be a homogeneous tar which conforms in substance with speci- fication No. 24, American Association of State Highway Officials (given above), except as to the

specific viscosity requirement, which for this speci- fication must be within the limits 8 to 13. Tar for second coat.—The second coat (hot application) for tar bituminous carpets on concrete or wood bridge floors shall conform to the require- ments of specification No. 25, American Association

of State Highway Officials (above).

American Society for Testing Materials, tentative

specifications for high and low carbon tars for sur- face treatment, cold application, serial designations

D104-27T and 105-27T, 1927. The tars shall conform to the requirements listed in the accompanying table, which also gives specific

requirements for 13 additional specifications for

tars, classified with regard to uses and methods of application, as follows: Tar for hot application to roads (see 505.32, p. 177), serial designations D108-27T and D109-27T.

Tar for repair work (see 505.31, p. 175), serial designation D112-27T.

Tar cement (see 505.31, p. 175), serial designations

D106-28T, D107-27T, D110-27T, andDlll-27T.

Tar for roofing and waterproofing (see 505.36,

p. 178), serial designations D42, D145, D200, D201,

D251, and D252.

174
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 505.31

D42-25 D104-27T D105-27T D106-28T D107-28T

(a) Water percent-.

(b) u Specific viscosity, Engler, 50 cc at 40° C. (104° F.).

(c) Distillation test: Total distillate, by weight

to 170° C. (32 to 338° F.) per cent.. Oto 235° C. (32 to 455° F.) .do....

to 270° C. (32 to 518° F.) do....

to 300° C. (32 to 572° F.) do.... Eesidue, by weight do

(d) Specific gravity of total distillate to 300° C

(e) I 3 Softening point (ring and ball method) of residue from distillation test.

(J) Total bitumen (soluble in carbon disulphide). per cent..

(?) Ductility at 25° C. (77° F.)

(A) Softening point (cube in water method)

(t) » Specific gravity at 25° C. (77° F.)

0.00. Max. 2. 8 to 35 3. Max. 2_. 8 to 35 Max. 2... 35 to 80

Max. 12 Min. 88 /At 38/25° C.

\Min. 1.03...

Max. 7 Max. 20 Max. 30 Max. 35 Min. 65 At 25° C-._. Min. 1.01.... Max. 60° C.

Max. 5.. Max. 20. Max. 35_ Max. 45_ Min. 55.1 to 8..._ 8 to 20__.

16 to 28.. Max. 36. Min. 64_

65 to 80 Min. 50 cm

43.3 to 60.0° C. 1 1.24 to 1.34

88 to 97.

Max. 60° C.

Min. 95

Max. 65° C

78 to 95 6

Max. 2. 35 to 80 *.

lto 8. 8 to 20. 16 to 28. Max. 36. Min. 64.

Max. 65° C.

Min. 95.

D108-27T i D109-27T' D110-27T D111-27T D112-27T

(a) Water per cent-.

(c) Distillation test: Total distillate, by weight—

to 170° C. (32 to 338° F.) per cent.

to 235° C. (32 to 455° F.) do...

to 270° C. (32 to 518° F.) do...

to 300° C. (32 to 572° F.) do... Eesidue, by weight do

0. 00. 0.00_ 0.00. 0.00.

(i) Specific gravity of total distillate to 300° C

(e) Softening point (ring and ball method) of residue from distillation test.

(J) Total bitumen (soluble in carbon disulphide). per cent..

(g) Ductility at 25° C. (77° F.)

(A) Softening point (cube in water method)

Max. 1 Max. 10 Max. 15 Max. 25 Min. 75 /At 38° O...

(Min. 1.02... Max. 65° C-.

|87 to 95 «....

Max. 1 Max. 4 Max. 13 Max. 26 Min. 74

Max. 1.

Max. 65° C.

Min. 95.

Max. 10 Max. 20 Min. 80 /At 38° C...

\Min. 1.02... Max. 65° C.

78 to 95 »

Max. 1.. Max. 2_. Max. 10. Max. 20. Min. 80.

Max. 65° C__

Min. 95.

30 to 40° C.« 30 to 40° C.»io ii

0.00.

Max. 14. Min. 86. /At 38° C. \Min. 1.02. Max. 75° C.«

/65to80. (At 50

1 to 100 pen.) Min. 50 cm."

46 to 57° C.» D145-25 D200-25 D201-25 D25 1-27 ! D252-27 2

(a) Water percent..

(c) Distillation test: Total distillate, by weight

to 300° C. (32 to 572° F.) per cent.. Residue, by weight do

(d) Specific gravity of total distillate to 300° C

(f) Total bitumen (soluble in carbon disulphide). per cent..

(9) Ductility at 25° C. (77° F.)

(ft) Softening point (cube in water method)— _ (t) Specific gravity at 25° C. (77° F.).._

0. 00.

Max. 10 Min. 90 /At 38/25° C... \Min. 1.03

0.00..

Max. 15 Min. 85 At 38/25° CMin. 1.03

0.00- 0.00.

Max. 12 Min. 88 At 38/25° C... Min. 1.05Max. 12 Min. 88 At 38/25° C... Min. 1.03

63 to 78 Min. 20 cm...

54.4 to 68.3° C.

1.25 to 1.35...

75 to 90 Min. 50 cm..

43.3 to 60° C.

1.21 to 1.30.

.

73 to 88 Min. 20 cm

54.4 to 68.3° C.

1.22 to 1.31

65 to 78 Min. 50 cm....

60.0 to 65.5° C.

1.25 to 1.34

0. 00.

Max. 12. Min. 88. At 38/25° O. Min. 1.03.

78 to 85. Min. 50 cm.

60.0 to 65.5° C.

1.22 to 1.32.

i D108-27T and D109-27T, in addition to the requirements specified, must be subjected at 32° C. to the A. S. T. M. standard method

of float test for bituminous materials, serial designation D139 (505.0, see p. 127), and the result must fall within the rango of 60 to 150 seconds.

2 D251-27 and D2.52-27, in addition to the requirements specified, shall have not more than 0.5 per cent of ash on incineration, after being tested in accordance with the A. S. T. M. standard method of laboratory sampling and analysis of coal and coke, serial designation D271. (See 501.2, p. 8.)

3 Within the viscosity limits designated a material should be chosen to meet the local conditions of temperature, road conditions, and

climate. It is recommended that materials be called for under the following range and headings: Light 8 to 13, medium 13 to 18, heavy

18 to 25, extra heavy 25 to 35.

4 It is recommended that materials be called for under the following range and headings: Light 35 to 60, heavy 60 to 80. The heavy

material may require heating before use, and care should be taken to avoid foaming on account of the possible water content.

5 Cube in water method.

6 The specification range for bitumen covers a wide range of materials. If products from vertical retort or low-carbon coke-oven tars are desired, a range of 88 to 95 per cent should be specified. If high-carbon coke-oven or mixtures of coke-oven and gas-house tars are desired, a range of 78 to 88 per cent should be specified.

' The penetration of the pitch shall be brought within the range of 50 to 100 penetration by heating in an open vessel with frequent

stirrings at a temperature of not over 350° F.

8 The softening point (cube in water method) specified should have a range of not over 5.5° C. (10° F.) within the above limits. For

D112, the range, within the limits of 115° to 135° F. should vary with the use of the material; for example, if used in admixture with sand,

in a northern locality or a southern locality. The softening point range, within the above limits, should also vary according to the character of the paving.

9 Ring and ball method.

i°If desired, a float test may be substituted for the softening point test, in which case the requirements shall be as follows: Float test at 50° C, 100 to 220 seconds. (A. S. T. M. serial designation D139, see 505.0, p. 127.)

ii The specification range for softening point, ring and ball method, within the limits given, should be 5° C. for any given locality, for example, 30° to 35° C. for cold climates, equivalent to a float test at 50° C. of 100 to 160 seconds, 35° to 40° C. for warm climates, equivalent

to a float test at 50° C. of 160 to 220 seconds. b No values for specific viscosity in sections 2 and 3 of table.

is No values for softening point in section 3 of table.

14 No values for specific gravity at 25° C. in section 2 of table. The properties enumeraetd in the accompanying

table shall be determined in accordance with the fol- lowing methods of test of the American Society for Testing Materials, except as specified in paragraph (6). (a) Percentage of water.—Standard method of test for water in petroleum products and other bituminous

materials. (Serial designation D95; see 505.2, p. 38.)

(6) Specific viscosity. 64—United States Depart64 The Engler test has not been standardized by the American

Society for Testing Materials. Committees of the society have under

consideration the Saybolt-Furol apparatus, which may be adopted

later.

ment of Agriculture, methods of examination of bituminous road materials (see 505.0, p. 141), the instrument being standardized by the Bureau of Standards. The results shall be reported as specific

viscosity compared with water at 25° C.

(c) Distillation.—Tentative method of test for distil- lation of bituminous materials suitable for road treat- ment. (Serial designation D20-28T ; see 505.0, p. 1 20.)

(d) Specific gravity.—Standard method of test for

specific gravity of road oils, road tars, asphalt

cements, and soft tar pitches. (Serial designation

D70; see 505,0, p, 125.) This method is given for 175
505.31 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

specifications D42, D145, D200, D201, D251, and

D252, but no method is prescribed for specifications

D104, D108, DUO, and D112.

(e) Softening point.—(a) Standard method of test for softening point of bituminous materials (ring and

ball method). (Serial designation D36; see 505.0,

p. 121.)

(b) Standard method of test for softening point of tar products (cube in water method) . (Serial designation D61; see 505.0, p. 123.)

(/) Total bitumen.—Standard method of test for the determination of bitumen. (Serial designation

D4; see 505.0, p. 117.)

(g) Ductility.—Tentative method of test for ductility of bituminous materials. (Serial designation

D113-26T; see 505.0, p. 126.) Federal Specifications Board, specification No.

279, United States Government master specification

for tars for cold application, May 8, 1925. The materials covered in this specification shall be

supplied in one or more of the following grades:

Grade

Specific

viscosity, Engler, at 40° C.

(104° F.)

TC-1-25 8. 0-13.

13. 0-18.

18. 0-25.

25. 0-35.

TC-2-25

TC-3-25.. TC-1-25

The materials shall be produced from gas-house,

coke-oven, water gas, and/or similar tars, and shall be homogeneous.

The materials covered by this specification are intended for use in the surface treatment of macadam, gravel, or shell roads, and in the maintenance

of bituminous macadam roads by surface treatment

methods, as follows:

Grade Intended use

TC-1-25. __

TC-2-25.,. TC-3-25...

TC-4-25...

Priming application to be followed by hot-surface treat- ment, or single application when a very fluid material

is required. More viscous material than TC-1-25 for surface treat- ment. More viscous than TC-2-25. Under general conditions the heavier grades are better adapted for surface treat- ment as giving a more lasting surface. More viscous than TC-3-25. Application may usually be made without heating except when cold weather

renders the tar too viscous to distribute properly.

The tars shall conform to the requirements listed

in the accompanying table, which also gives specific

requirements for nine additional varieties of tars, classified with regard to uses and methods of appli- cation as follows: Refined tar for hot application, type TH-1-25

(see 505.32), specification No. 280. Tars for use in repair work, types TR-1-25 and

TR-2-25, (see 505.34), specification No. 281. Refined tar for construction, types TP-1-25,

TP-2-25, TP-3-25, TP-4-25, TP-5-25, TP-6-25

(see 505.33), specification No. 282.

Specification No. 279 Specification No. 280

Requirement

1. Water, maximum. ....percent..

2. Specific gravity at 25°/25° C. (77°/77° F.) not less than..

3. Specific viscosity at 40° C. (104° F.) —

4. Float test at 50° C. (122° F.) _

TC-1-25.

2.

1.090

8.0 to 13.0.

Distillation test: Total distillate, by weight- To 170° C. (338° F.) per cent.. To 270° C. (518° F.) do To 300° C. (572° F.)._ do

Softening point of residue, maximum...

Bitumen (soluble in carbon disulphide) per cent..

Max. 7.0- _ Max. 32.0 Max. 42.0 60° C. (140° F.).

90.0

TC-2-25-

2.0

1.090

13.0 to 18.0.

Max. 5.0 Max. 30.0 Max. 40.0 60° C. (140° F.)_

90.0.

TC-3-25

.

2.0

1.100

18.0 to 25.0.

Max. 5.0 Max. 30.0 Max. 40.0. 60° C. (140° F.).

90.0

TC-4-25.

2.0

1.100 to 1.180. 25.0 to 35.0.

Max. 3.0 Max. 30.0 Max. 40.0 60° C. (140° F.).

90.0

TH-1-25.

Min. 1.140. /At 32° C.

\60 to 150 sec.

Max. 11.0. Max. 15.0. Max. 25.0. 65° C. (149° F.). Min. 85.

Specification No. 281 Specification No. 282

F.).

Requirement

1. Water, maximum i 2. Specific gravity at 25°/25° C. (77777°

3. Specific viscosity at 40° C. (104° F.) ' 4. Float test at 50° C. (122° F.)

6. Distillation test: Total distillate, by weight- To 170° O. (338° F.) To 235° C. (455° F.) , To 270° C. (518° F.)_„ To 300° C. (572° F.).__ - _-. Softening point of residue, maximum.

6. Bitumen (soluble in carbon disulphide) ._

per cent- _not less than.

TR-1-25

2.0 1.090 to 1.190 35.0 to 60.0

.per cent. do...

do...

do...

.per cent.

2.0 to 8.0 10.0 to 20.0

18.0 to 30.0 Max. 38.0 65° C. (149° F.). 80.0

TR-2-25

2.0

1.100 to 1.200.

60.0 to 80.0...

TP-1-25.

2.0 to 8.0 8.0 to 16.0

15.0 to 30.0 Max. 35.0 65° C. (149° F.)_

80.0

1.150 to 1.200.

100 to 160 seel

Max. 1.0 Max. 10.0 Max. 20.0 65° C. (149°F.)_ Min. 95.0

TP-2-25.

1.200 to 1.260.

100 to 160 sec.

Max. 1.0. Max. 10.0. Max. 20.0. 65° C. (149° F.).

80.0 to 95.0.

Specification No. 282

Requirement.

2. Specific gravity at 25725° C. (77°/77° F.) not less than

4. Float test at 50° C. (122° F.)

fi. Distillation test: Total distillate, by weight

To 170° C. (338° F.) per cent To 270° C. (518° F.) '. _ do.. To 300° C. (572° F.)... do..

Softening point of residue, maximum

6. Bitumen (soluble in carbon disulphide) per cent

TP-3-25

1.150 to 1.200."

130 to 190 sec.

Max. 1.0 Max. 10.0 Max. 20.0 65° C. (149° F.) Min. 95.0

TP-4-25

1.200 to 1.260 130 to 190 sec

Max. 1.0 Max. 10.0 Max. 20.0 65° C. (149° F.)

80.0 to 95.0

TP-5-25. __ 1.150 to 1.200 160 to 220 sec...

Max. 1.0 Max. 10.0 Max. 20.0 65° C. (149° F.)_ Min. 95.0

TP-6-25.

1.200 to 1.260. 160 to 220 sec.

Max. 1.0. Max. 10.0. Max. 20.0. 65° C. (149° F.). 80.0 to 95.0.

No values for water and specific viscosity given in Specification No. 282 TP-3-25, TP-4-25, TP-5-25. and TP-6-25. 176
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 505.35

Tests of the physical and chemical properties of the tars enumerated in the accompanying table shall be determined in accordance with the methods listed under 505.31, American Society for Testing Materials, serial designations D104 and D105 (see p. 175), with the following modifications of the A. S. T. M.

method D20-27T:

For use in the distillation test the thermometer

shall be calibrated by distilling (a) water, (b) chemically pure naphthalene, and (c) chemically pure diphenylamine in the apparatus as assembled for a

test. When the pure material is distilling at the

specified rate, and not less than 15 cc have been con- densed, the thermometer reading and a barometric

reading are taken. The actual temperatures are calculated from the equations—for water, tempera- ture= 100+0.037 (mm barometer—760) ; for naphthalene, temperature=218+0.058 (mm barometer—

760); for diphenylamine, temperature=302+0.055

(mm barometer— 760). From the observed ther- mometer readings and corresponding actual temperatures as thus calculated, thermometer readings

corresponding to specified fractionating temperatures shall be calculated and used in distillation tests of bituminous materials. (Par. 10 of A. S. T. M., method D20-27T.)

The test for softening point shall be by the ring

and ball method in all cases, A. S. T. M. standard

method D36-26, 1926. (See 505.0, p. 131.) 505.32 Tars for Hot Application to Roads.

American Society for Testing Materials, tentative

specifications for high-carbon tar for surface treat- ment, hot application, serial designation D108-27T,

1927. (For properties and tests, see 505.31, p. 175.) Tentative specifications for low-carbon tar for surface treatment, hot application, serial designation D109-27T, 1927. (For properties and tests, see 505.31, p. 175.) Federal Specifications Board, specification No.

280, United States Government master specifica- tion for refined tar for hot application, tvpe TH-1-25,

May 8, 1925. Material supplied under this specification shall be produced from gas-house, coke-oven, water-gas

and/or similar tars. The refined tar shall be homogeneous and free from water. The material covered by this specification is in- tended for use in the hot-surface treatment of maca- adam, gravel, or shell roads, either with or without a primer coat to form a wearing mat or carpet. It may be used in the maintenance of bituminous mac- adam roads. In connection with this specification, see United

States Government master specification, F. S. B. No. 275, (505.22, p. 173) for road oil for hot application.For detail requirements and tests, see 505.31, page 176. 505.33 Tars for Road Construction.

American Society for Municipal Improvements,

specifications for broken stone and gravel roads,

1922. (See 512.15, p. 245.) (This specification contains requirements for cer- tain types of tars for road construction.) Federal Specifications Board, specification No.

282, United States Government master specifica- tion for refined tar for construction, May 8, 1925. The materials covered by this specification shall be supplied in the particular grade or grades ordered by the purchasing department;

Float Grade Material test at 50° C.

(122° F.)

Intended use

Seconds TP-1-25.. Refined water-gas

tar. 100-100 Bituminous macadam in the northern United

TP-2-25.. Refined coal tar 100-160 States, light or moderate traffic. TP-3-25-. Refined water-gas

tar. 130-190 Bituminous macadam in the middle United

TP-4-2.5.. Refined coal tar 130-190 States or in the north- ern United States, heavy traffic. TP-5-25.. Refined water-gas

tar. 160-220 Bituminous macadam in the southern United

TP-6-25.. Refined coal tar 160-220 States.

Material furnished under this specification shall be prepared from suitable water-gas tars, or from

suitable gas-house and/or coke-oven tars. The

refined tar shall be homogeneous and free from

water. In connection with this specification, see United

States Government master specification for asphalt

for use in road and pavement construction, Federal

Specifications Board specification No. 276a. (See

505.11, p. 145.) (For detail requirements and tests, see 505.31,

p. 176.) 505.34 Tars for Repair Work.

Federal Specifications Board, specification No.

281, United States Government master specifica- tion for tar for use in repair work, May 8, 1925. The materials covered by this specification shall be supplied in either or both of the following grades,

as ordered:

Grade

Specific

viscosity, Engler, at 40° C.

(104° F.)

35-60 TR-2-25 - 60-80

Material supplied under this specification shall be

prepared from refined gas-house, coke-oven, and/or

water-gas tars fluxed with suitable distillates. The

tar shall be homogeneous.

The materials are intended for use primarily in the repair of surface breaks, holes, and depressions

in bituminous macadam and surface-treated roads,

by surface application or by mixing with broken

stone (and sand). The lighter material, TR-1-25,

may be used without heating, while the heavier

will require slight heating, except under the most

favorable temperature conditions. (For detail requirements and tests, see 505.31,

p. 176.) American Society for Testing Materials, tentative

specifications for coal-tar pitch for stone-block filler, serial designation D112-27T, 1927. (For properties and tests, see 505.31, p. 175.) 505.35 Tar Cement.

American Society for Testing Materials, tentative

specifications for high-carbon tar cement for use

cold in repair work (cut-back product) , serial designation D106-28T, 1928.

177
505.35 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Tentative specifications for low-carbon tar cement

for use cold in repair work (cut-back product)

serial designation D107-28T, 1928. Tentative specifications for high-carbon tar ce- ment, serial designation D110-27T, 1927. Tentative specifications for low-carbon tar ce- ment, serial designation D111-27T, 1927. For properties and tests of the materials covered by the above specifications, see 505.31, page 175. 505.36 Tar for Roofing and Waterproofing.

(See also 505.16.)

American Railway Engineering Association, speci- fications for buildings for railway purposes, 1929. BUILT-UP ROOFING

See 518.57, page 427. American Society for Testing Materials, standard

specifications for creosote oil for priming coat with

coal-tar pitch in damp proofing and waterproofing

below and above ground level, serial designation

D43-25, 1925.

1. These specifications cover creosote oil primer

for use, when specified, with coal-tar pitch in damp

proofing and waterproofing below or above ground

level, for application to concrete and masonry surfaces. SAMPLING

2. From each shipment or portion thereof repre- senting creosote oil of the same kind, a number of packages shall be selected at random equivalent to the cube root of the total number of packages in the

lot. If the cube root as calculated proves to be a

fractional number, it shall be expressed as the next

highest whole number. For convenience, the follow- ing table is given, showing the number of samples to be selected for shipments of various sizes:

Packages in shipment

2 to 8_... 9 to 27... 28 to 64.. 65 to 125. 126 to 216

Packages

selected Packages in shipment

217 to 343. ... 344 to 512.... 613 to 729.... 730 to 1,000..

1,001 to 1,331

Packages

selected

3. By means of a paddle, the contents of each

package selected shall be thoroughly stirred so as to bring all portions thereof into uniform distribution. With an appropriate sampler, not less than 1 pint of the creosote oil shall be immediately drawn out from

the center of each package and transferred to a clean receptacle of suitable size, which in turn shall be

kept tightly covered, prior and immediately after said samples are being introduced. After all the pint

samples have been added, the contents of the con- tainer shall be thoroughly agitated, whereupon 1 quart of the mixture shall immediately be transferred to a clean quart can provided with a tightly fitting screw cap, which shall be immediately fastened in place. This sample shall be considered as repre- sentative of the shipment and shall be transmitted

to the laboratory for examination, bearing a suitable tag or other means of identification. PROPERTIES

4. The creosote oil primer shall meet the following

requirements:

(a) Water, not more than 2 per cent.

(b) Consistency at 38° C. (100° F.), entirely fluid.

(c) Specific gravity at 38°/25° C. (100777° F.), 1.00 to 1.06. id) Insoluble in benzol, not more than 1 per cent.

(e) Distillation test: Total distillate, by weight, under 200° C. (392° F.), not more

than 5 per cent. Total distillate, by weight, under 235° C. (455° F.), maximum

50 per cent, minimum 30 per cent. Residue, by weight, above 355° C. (671° F.), maximum 15 per

cent.

(/) Specific gravity at 38°/25° C. (100777° F.) of the fraction distilling between 235° and 315° C. (455° and 599° F.), not less than 1.00.

(g) Consistency at 25° C. (77° F.) of residue, soft. Methods of Testing

5. The properties enumerated in these specifica- tions shall be determined in accordance with the Standard Methods of Sampling and Analysis of Creosote Oil (serial designation D38—27) of the American Society for Testing Materials. American Society for Testing Materials. The

society has specifications for tars for roofing and

waterproofing, as presented below. In all cases the

coal-tar pitch shall be homogeneous and shall be

sampled in accordance with the standard method of sampling bituminous materials, American Society

for Testing Materials (serial designation D140, see

505.0, p. 128.) Standard specifications for high-carbon coal-tar pitch for use in damp proofing and waterproofing

below ground level, serial designation D42-25,

1925.

1. These specifications cover high-carbon coal-tar pitch suitable for use as a mopping coat in damp

proofing or as a plying cement in the construction

of a membrane system of waterproofing below ground

level, under uniformly moderate temperature conditions both during the process of installation and

during service. Such coal-tar pitch is not intended

to be heated above 300° F. (148.8° C.) during its application.

2. The grade of high-carbon coal-tar pitch covered

by these specifications is suitable for damp proofing

and water-proofing foundations, tunnels, subways,

PROPERTIES AND TESTS (See 505.31, p. 175.) Standard specifications for high-carbon coal-tar pitch for use in damp proofing and waterproofing

above ground level, serial designation D145-25,

1925.

1. These specifications cover high-carbon coal- tar pitch suitable for use as a mopping coat in damp

proofing, or as a plying-cement in the construction

of a membrane system of waterproofing above

ground level, when not exposed to a temperature

exceeding 46° C. (115 ° F.) Such coal-tar pitch

is not intended to be heated above 350° F. (176.6° C.) during its application.

2. The grade of high-carbon coal-tar pitch covered in these specifications is suitable for damp

proofing and waterproofing railroad bridges, tanks,

retaining walls, culverts, dams, conduits, etc. PROPERTIES AND TESTS

(See 505.31, p. 175.) Standard specifications for high-bitumen coal-tar pitch for use in damp proofing and waterproofing

below ground level, serial designation D200-25,

1295.

1. These specifications cover high-bitumen coal- tar pitch suitable for use as a mopping coat in damp

proofing or as a plying cement in the construction of a membrane system of waterproofing below ground

level, under uniformly moderate temperature conditions both during the process of installation and

during service.

2. The grade of high-bitumen coal-tar pitch covered by these specifications is suitable for damp

proofing and waterproofing foundations, tunnels,

subways, etc.

178
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 505.36

PSOPEKTIES AND TESTS (See 505.31, p. 175.) Standard specifications for high-bitumen coal-tar pitch for use in damp proofing and waterproofing

above ground level, serial designation D201-25,

1925.

1. These specifications cover high-bitumen coal- tar pitch suitable for use as a mopping coat in damp

proofing, or as a plying cement in the construction

of a membrane system of waterproofing above

ground level, when not exposed to a temperature ex- ceeding 46° C. (115° F.).

2. The grade of high-bitumen coal-tar pitch covered in these specifications is suitable for damp

proofing and waterproofing railroad bridges, tanks,

retaining walls, culverts, dams, conduits, etc. PROPERTIES AND TESTS (See 505.31, p. 175.) Standard specifications for high-carbon coal-tar pitch for use in constructing built-up roofs sur- faced with slag or gravel, serial designation

D251-27, 1927.

1. These specifications cover high-carbon coal-tar pitch intended for use as a mopping coat in the construction of built-up roofs surfaced with slag or gravel on inclines not exceeding 3 inches, to the foot over boards and 1 inch to the foot over concrete,

in connection with the Standard Specifications for Coal-Tar Saturated Roofing Felt for Use in Waterproofing and in Constructing Built-Up Roofs (serial designation D227) of the American Society for Testing Materials. (See below.) PROPERTIES AND TESTS (See 505.31, p. 175.) Standard specifications for high-bitumen coal-tar

pitch for use in constructing built-up roofs sur- faced with slag or gravel, serial designation

D252-27, 1927.

1. These specifications cover high-bitumen coal- tar pitch intended for use as a mopping coat in the

construction of built-up roofs surfaced with slag or gravel on inclines not exceeding 3 inches to the foot over boards and 1 inch to the foot over concrete, in connection with the Standard Specifications for Coal-Tar Saturated Roofing Felt for Use in Waterproofing and in Constructing Built-Up Roofs (serial designation D227) of the American Society for Testing Materials. (See below.) PROPERTIES AND TESTS (See 505.31, p. 175.) American Society for Testing Materials, standard

specifications for woven cotton fabrics saturated with bituminous substances for use in waterproofing,

serial designation D173-27, 1927. (See 505.16, p. 153.) American Society for Testing Materials, standard

specifications for burlap saturated with bituminous

substances for use in waterproofing, serial designation D174-25, 1925. (See 505.16, p. 154.) American Society for Testing Materials, standard

specifications for coal-tar saturated roofing felt for use in waterproofing and in constructing built-up

roofs, serial designation D227-27, 1927. These specifications cover coal-tar saturated felt, either 36 or 32 inches in width, composed of roofing

felt saturated, but not coated, with refined coal tar, for use in the membrane system of waterproofing

and in the construction of built-up roofs. This specification is the same as A. S. T. M. serial designation D226 (see 505.16, p. 156), with the

following exceptions:

1. The saturant for this specification is coal tar, from which all the highly volatile constituents have

been removed, in place of asphalt as used in the

specification referred to.

2. In the specification referred to, the item "loss on heating" is replaced in this specification by tests

for distillate, with the following requirements:

(a) Distillate, per cent by weight to 210° C.

calculated on extracted saturant, not more than 2. . (6) Distillate, per cent by weight to 235° C.

calculated on extracted saturant, not more than 5. This specification contains the following additional requirement: Moisture—Maximum, 2.5 per

cent of the net weight. Federal Specifications Board, specification No. 80, United States Government master specification for coal-tar pitch for roofing, December 29, 1923. This specification applies to coal-tar pitch intended

for use with coal-tar saturated rag felt for roofing and

waterproofing (F. S. B. specification No. 81, see

p. 160), in the construction of built-up roofing over board sheathing with inclines not exceeding 3

inches to the foot and over concrete surfaces with

inclines not exceeding 1 inch per foot. . The requirements for this specification are identical with those for F. S. B. specification No. 83 (see below) wdth the following exception: 1. Melting

point 140° to 150° F. Federal Specifications Eoard, specification No. 81, United States Government master specification for coal-tar saturated rag felt for roofing and

waterproofing.

(This specification is given in full in connection

with F. S. B. specifications Nos. 295 and 86. See

505.16, p. 160.) Federal Specifications Eoard, specification No. 83, United States Government master specification for coal-tar pitch for waterproofing and damp proofing,

December 29, 1923. GENERAL

This specification applies to coal-tar pitch intended

for use with coal-tar saturated rag felt for roofing

and waterproofing (F. S. B. specification No. 81, see p. 160), as a plying cement in the construction of membrane waterproofing or alone as a damp proofing

coating.

This coal-tar pitch is suitable for damp proofing

and waterproofing tanks, retaining walls, dams,

conduits, foundations of buildings, tunnels, subways,

pools, reservoirs, etc., where not exposed except during installation to temperatures exceeding 38° C.

(100° F.), and where not subject to vibration. APPEARANCE

Freshly melted material shall be uniformly glossy,

and on aging one week its surface shall not become

dull or show any separation of oil, grease, paraffin

scale, or similar material. PROPERTIES

When tested by the methods contained in this specification it shall conform to the following require- ments:

. (a) Melting point—125° to 150° F.

(b) Ductility.—Minimum, 50 cm.

(c) Specific gravity.—1.22 to 1.34.

(of) Free carbon.—15 to 30 per cent.

(e) Distillation test.—Not more than 12 per cent by weight shall distill below 572° F. The specific

gravity of the distillate shall be not less than 1.03. ADDITIONAL REQUIREMENTS

1. Sampling.—The sampling requirements are the same as for F. S. B. specification No. 84 (see 505.16,

p. 162), with the exception that the melting of the

179
505.36 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

samples shall be at a temperature not exceeding

121° C. (250° F.).

2. Appearance.—(The requirements under "Appearance" are the same as for F. S. B. specification No. 84 (see 505.16, p. 162), with the exception that the melting of the material shall be at a temperature

not exceeding 121° C. (250° F.).)

3. Packing.—(Identical with F. S. B. specification No. 84. See 505.16, p. 162.) Note.—When required, deliveries will, in general, be sampled and tested by the methods here given or referred to, but the pur- chaser reserves the right to use any additional information toeascer- tain whether the material meets the specification. The following methods of tests shall be used to determine the properties listed above:

(a) Melting point.—Standard method of test for softening point of tar products (cube in water

method), American Society for Testing Materials,

serial designation D61. (See 505.0, p. 123.)

(6) Ductility.—Tentative method of test for ductility of bituminous materials, A. S. T. M.

D113-26T. (See 505.0, p. 126.)

(c) Specific gravity.—The specific gravity may be

determined by any approved method, but some method similar to the following is recommended:

A small platinum pan or crucible supported in a

wire sling shall be accurately weighed in air and the weight designated by (o) . It shall then be weighed

in a similar manner suspended in freshly distilled water at 25° C, but immersed except for the fine platinum wire used for suspension and this weight

designated by {b). The crucible shall then be

dried and poured almost full of coal-tar pitch which

has been melted at the lowest possible temperature.

It shall then be allowed to cool to 25° C. (77° F.) and weighed in the sling in air. This weight shall be designated as (c). Then it shall be weighed in water and the weight shall be designated as (d). From these weights the specific gravity shall be computed according to the following formula:

c c—

a

(d) Free carbon.—Free carbon, as defined by the American Society for Testing Materials, is that matter in tars minus the ash which is insoluble

in cold carbon bisulphide.

Method No. 1.—One gram of coal-tar pitch shall be placed in a beaker of 100 to 150 cc capacity,

covered with cold carbon bisulphide and set aside for about 15 minutes, the liquid being stirred every few minutes until the lumps break up and the bitumen goes into solution. The solid particles shall be allowed to settle, and the carbon bisulphide

solution of the bitumen shall be decanted through a weighed Gooch crucible prepared with a mat of asbestos fiber of a thickness that will scarcely

transmit light. The sediment remaining in the beaker shall be crushed with a stirring rod and a little more carbon

bisulphide added. The sides of the beaker also

shall be washed down with carbon bisulphide.

The contents of the beaker shall then be poured

into the crucible and all sediment washed from the beaker into the crucible with carbon bisulphide.

Suction may be used to aid in filtering. The

sediment on the filter shall be washed with carbon

bisulphide until the washings run through colorless. The crucible shall then be set in a place free from

dust until the carbon bisulphide evaporates and

then placed in an oven at 105° C. (221° F.) for one

hour. It shall then be cooled and weighed, the

increase giving the total insoluble matter. To determine the ash, 1 g of the pitch shall be

weighed in a crucible of about 30 cc capacity and

incinerated until the carbon is consumed and only

mineral matter remains. Cool and weigh and compute the ash.

Subtract the amount of ash from the total in- soluble matter and consider the difference as free carbon. Should the ash exceed 1 per cent, it is an

indication that mineral matter has been added to the pitch and the material should be rejected.

Comparative results may be obtained by the

following method, but in case of dispute the method

given above will be used: Method No. 2.—A 1 g sample of the coal-tar pitch

shall be placed in a 100 cc beaker and digested on a

steam bath with about 50 cc of c. p. toluol for not

over 20 minutes, the liquid being stirred occasionally to break up lumps and solid particles. An

extraction thimble or filter cup shall be prepared

by washing with hot benzol and drying at 105° C.

(221° F.) for one hour. It shall be cooled in a desic- cator and weighed in a weighing bottle. The ex- traction thimble in a glass filter cup shall be held

over a beaker and wet with c. p. toluol, then the

toluol-pitch solution shall be decanted through it. Both it and the beaker shall be washed with hot

c. p. toluol until clean, particles adhering to the beaker being detached with a camel's hair brush. The extraction thimble shall then be washed with

c. p. benzol, aUowed to drain, covered with a cap

of filter paper, placed in the extraction apparatus,

and extracted with benzol until the descending

benzol runs through colorless. The thimble shaU

then be removed, the cap taken off, and the thimble

dried at 105° C. (221° F.) for one-half hour. It

shall then be placed in the weighing bottle, cooled

in a desiccator, and weighed. The increase in weight is total insoluble matter. Determine the ash as in method No. 1 and

substract it from the total insoluble matter to obtain the amount of free carbon.

(e) Distillation test—A. S. T. M. D20-28T.

(See 505.0, p. 120.)

(/) Specific gravity of distillate.—A specific gravity

bottle or pyknometer shall be cleaned, dried a

105° C. (221° F.), cooled, and weighed. It shall then be filled with freshly boiled distilled water at

38° C. (100° F.) and weighed. The bottle shall then be dried and filled at 38° C. (100° F.) with

distillate obtained in (J) and weighed. From these weights the specific gravity can be computed

according to the following formula:

Sp. gr. at 38°/15.5° C. (100°/60° F. ) =^2X|||~

ff=weight of bottle 6=weight of bottle and distilled water c=weight of bottle and distillate 0.99299=density of water at 38° C.

0. 99905.density of water at 15.5° C. Federal Specifications Board, United States Government master specifications for the construction

of built-up roofing of the following types:

1. Specification No. 151, for type 3 TCS, having

three layers or plies of felt.

2. Specification No. 152, for type 4 TCS, having

four layers or plies of felt. 3. Specification No. 153, for type 5 TCS, having

five layers or plies of felt. 4. Specification No. 154, for type 4 TWS, having: four layers or plies of felt.

5. Specification No. 155, for type 5 TWS, having

five layers or plies of felt. GENERAL REQUIREMENTS

The roofing shall consist of layers or plies of coal- tar saturated rag felt cemented together with coal- tar pitch and surfaced with slag, gravel, or similar surfacing material, as called for in the proposal for the work.

Flashings of the type required under the specification for the building shall be included and shall

ISO
COAL, PETROLEUM, ASPHALT, AND MINERAL WAX 509.7

conform to Federal Specifications Board specifica- tion for flashings No. 156 or No. 157. (See 505.0,

p. 141.) DETAIL REQUIREMENTS

The roofing shall contain not less than the follow- ing quantities of materials per 100 square feet.

Type

Coaltar sat- urated

rag felt (F.S.B. No. 81) (See

505.16, p. 160)

Coal-tar pitch (F.S.B. No. 80) (See

505.36,

p. 162)

Roofing

gravel (F.S.B. No. 82) c (See

505.16,

P. 179)

Roofing

, slag

r(F.S.B. No. 82)

Sheathing paper or unimpregnated felt

3TCS

4TCS

5TCS 4TWS

5TWS

Pou ads

4560

7660

76

Pounds

160

185 210

120

145

Pounds

400

400

400

400

400

Pounds

300

300

300

300

300

None.

Do.

Do.

5 pounds (one layer). Do.

I. In laying the roofing, the following general

requirements shall apply:

The coal-tar pitch shall not be heated above

375° F. and shall be hot when the felts are laid. The surfacing material shall always be dry when

applied and, in addition, shall be heated in cold weather. The layers of felt shall be laid so as to be free from wrinkles and buckles, and so that pronounced

ridges are not formed at the laps.

II. Specific requirements for the laying of types

3TCS, 4TCS, and 5TCS are as follows: When the roof surface is of gypsum, each sheet

of felt shall be nailed at approximately 6 inches from its upper edge with nails driven through fiat tin disks. Concrete and gypsum roof surfaces installed by

other contractors before being considered satis- factory for laying the roof covering, shall be smooth,

firm, dry, and free from high spots, depressions,

and all loose and foreign material. Precast concrete slabs shall be firmly set and well pointed. For roofing of types 4TWS and 5TWS the follow- ing additional requirements shall apply:

When the roof surface is of gypsum block, the sheathing paper may be omitted. The board roof surface installed by other contractors before being considered satisfactory for laying the roof covering shall be smooth and free from loose boards, large cracks, or projecting ends

which might injure the roofing. All loose and

foreign material shall be removed. Precast gypsum

slabs shall be firmly set, well pointed, and free from

any unevenness which might injure the roofing. Note.—The full texts of the five specifications given includes, in each case, directions for application of the roofing. ADDITIONAL INFORMATION

Roofing of types 3TCS, 4TCS, and 5TCS is adapted to concrete and poured gypsum surfaces with inclines not exceeding 1 inch to the foot and shall not be used on inclines greater than this. Such roofing is durable and should not require

repairs or renewals on account of the action of the elements, in the case of type 3TCS, for 10 years, and

in the case of types 4TCS and 5TCS for 20 years. While the surface of roofing of type 5TCS will re- quire some attention in about the same time as roofing

of type 4TCS. if the roofing is allowed to stand with- out attention until complete failure, longer life can

be expected of type 5TCS than from type 4TCS.

Roofing of types 4TWS and 5TWS is adapted to board sheathing with inclines not exceeding 3 inches to the foot or precast gypsum slabs or blocks with

inclines not exceeding 1 inch to the foot and shall not be used on inclines greater than these.

Roofing constructed in the manner specified is durable and should not require repairs or renewals on account of the action of the elements for a

period of 10 years for .type 4TWS and 20 years for type 5TWS.

505.37 Tar Oils. American Wood-Preservers' Association, Manual

of Recommended Practice. Standard specification

for coal-tar oil for flooring and paving blocks, 1922. The oil shall be a coal-tar product, of which at

least 65 per cent shall be a distillate of coal-gas tar

or coke-oven tar, and the remainder shall be refined or filtered coal-gas tar or coke-oven tar. It shall comply with the following requirements:

1. It shall not contain more than 3 per cent of water.

2. It shall not contain more than 3 per cent of matter insoluble in benzol.

3. The specific gravity of the oil at 38°C. compared

with water at 15.5° C. shall be not less than 1.07 nor more than 1.14.

4. The distillate, based on water-free oil, shall be

within the following limits: Up to 210° C, not more than 5 per cent. Up to 235° C, not more than 25 per cent.

5. The specific gravity of the fraction between

235° and 315°C. shall be not less than 1.03 at 38°C.

compound with water at 15.5° C. The specific gravity of the fraction between 315° and 355° C. shall be not less than 1.10 at 38°C. compared with water at 15.5° C.

6. The residue above 355° C, if it exceeds 35

per cent, shall have a float test of not more than 80

seconds at 70° C.

7. The oil shall yield not more than 10 per cent coke residue. 505.4 BITUMINOUS SURFACE TREATMENTS. (See also 518.34.)

American Association of State Highway Officials, tentative standard specifications for highway materials, 1927. (See 505.13, p. 146.) 506. OZOKERITE AND OTHER MINERAL

WAXES

(No nationally recognized specifications available.) MISCELLANEOUS OILS

FLOOR OILS.

nationally recognized

509.

509.1

(No

able.) 509.2

(No

able.) 509.3

(No

able.) 509.4

(No

able.) 509.5

(No

able.) 509.6

(No

able.) 509.7

(No

able.)

PROTECTIVE OILS,

nationally recognized

HYDROLINE OILS.

nationally recognized

WELL OIL.

nationally recognized

SPECIAL OIL.

nationally recognized

TEMPERING OIL.

nationally recognized

WASHING OIL.

nationally recognized

specifications availspecifications availspecifications availspecifications availspecifications availspecifications availspecifications avail181
510-519 STONE, SAND, AND CEMENTITIOUS MATERIALS

510. GENERAL ITEMS.

American Society for Testing Materials, standard

method of test for abrasion of rock, serial designation D2-26, 1926. This well-known method of test is similar in al- most all respects to the Deval abrasion test of the French School of Roads and Bridges. It has been

used since 1878, and is entirely satisfactory for the purpose for which it was designed.

1. The machine shall consist of one or more hol- low iron cylinders; closed at one end and furnished with a tightly fitting iron cover at the other; the

cylinders to be 20 cm in diameter and 34 cm in depth inside. These cylinders are to be mounted

on a shaft at an angle of 30° with the axis of rotation

of the shaft.

2. At least 30 pounds of coarsely broken stone

shall be available for a test. The rock to be tested

shall be broken in pieces as nearly uniform in size as

possible, and as nearly 50 pieces as possible shall constitute a test sample.

3. The total weight of rock in a test shall be

within 10 g of 5 kg. All test pieces shall be washed

and thoroughly dried before weighing. Ten thou- sand revolutions, at a rate of between 30 and 33 per minute, shall constitute a test. Only the percent- age of material worn off which will pass through a 0.16-cm (^6-inch) mesh sieve shall be considered in determining the amount of wear. This may be

expressed either as the percentage of the 5 kg used

in the test, or the French coefficient, which is in more general use, may be given; that is, coefficient

of wear=20X—WW= > where w is the weight in grams of the detritus under 0.16 cm (Me inch) in

size per kilogram of rock used. American Society for Testing Materials, standard

method of test for toughness of rock, serial designation D3-18, 1918. Approved as Tentative American Standard, by

the American Engineering Standards Committee now the American Standards Association.

1. Toughness, as applied to rock, is the resistance

offered to fracture under impact, expressed as the

final height of blow required of a standard hammer

to cause fracture of a cylindrical test specimen of given dimensions.

2. Any form of impact machine which will comply

with the following essentials may be used in making

the test:

(a) A cast-iron anvil weighing not less than 50 kg,

firmly fixed upon a solid foundation.

(b) A hammer weighing 2 kg, arranged so as to

fall freely between suitable guides.

(c) A plunger made of hardened steel and weighing 1 kg, arranged to slide freely in a vertical direc- tion in a sleeve, the lower end of the plunger being

spherical in shape with a radius of 1 cm.

(d) Means for raising the hammer and for dropping it upon the plunger from any specified height

from 1 to not less than 75 cm, and means for deter- mining the height of fall to approximately 1 mm.

(e) Means for holding the cylindrical test speci- men securely on the anvil without rigid lateral support, and under the plunger in such a way that the

center of its upper surface shall, throughout the test, be tangent to the spherical end of the plunger at its lowest point,

3. Quarry samples of rock from which test speci- mens are to be prepared shall measure at least 6

inches on a side and at least 4 inches in thickness,

and when possible shall have the plane of structural weakness of the rock plainly marked thereon. Samples should be taken from freshly quarried

material, and only from pieces which show no evi- dences of incipient fracture due to blasting or other

causes. The samples should preferably be split from large pieces by the use of plugs and feathers and not by sledging. Commercial stone-block samples from which test specimens are to be pre- pared shall measure at least 3 inches on each edge.

4. Specimens for test shall be cylinders prepared

as described in section 5, 25 mm in height and from

24 to 25 mm in diameter. Three test specimens

shall constitute a test set. The ends of the specimen

shall be plane surfaces at right angles to the axis of the cylinder.

5. One set of specimens shall be drilled perpendicular and another parallel to the plane of struc- tural weakness of the rock, if such plane is apparent.

If a plane of structural weakness is not apparent, one set of specimens shall be drilled at random.

Specimens shall be drilled in a manner which will not subject the material to undue stresses and which

will insure the specified dimensions. The ends of the cylinders may be sawed by means of a band or diamond saw 1 or in any other way which will not

induce incipient fracture, but shall not be chipped

or broken off with a hammer. After sawing, the ends of the specimen shall be ground plane with water and carborundum or emery on a cast-iron lap until the cylinders are 25 mm in length.

6. The test shall consist of a 1 cm fall of the hammer for the first blow, a 2 cm fall for the second

blow, and an increase of 1 cm fall for each succeeding blow until failure of the test specimen occurs.

7. The height of the blow in centimeter at fail- ures shall be the toughness of the test specimen.

The individual and the average toughness of three

test specimens shall be reported when no plane of structural weakness is apparent. In cases where a

plane of structural weakness is apparent, the individ- ual and average toughness of the three test specimens

in each set shall be reported and identified. Any

peculiar condition of a test specimen which might

affect the result, such as the presence of seams,

fissures, etc., shall be noted and recorded with the

test result. American Society for Testing Materials, standard

definitions of terms relating to materials for roads and pavements, serial designation D8-18, 1918.

BITUMINOUS MATERIALS

RELATING IN GENERAL TO BITUMINOr/S MATERIALS

Bitumens.—Mixtures of native or pyrogenous

hydrocarbons and their nonmetallic derivatives,

which may be gases, liquids, viscous liquids, or

solids, and which are soluble in carbon disulfide Bituminous.—Containing bitumen or constituting the source of bitumen.

i The form of diamond drill and the form of diamond saw as de- scribed in XJ. S. Department of Agriculture methods for the deter- mination of physical properties of road-building rock is recommended

and should prove satisfactory if instructions are followed.

182
STONE, SAND, AND CEMENTTTIOUS MATERIALS 510.

Bituminous emulsion.—A liquid mixture in which

minute globules of bitumen are held in suspension

in water or a watery solution. Cut-back products.—Petroleum or tar residuums

which have been fluxed with distillates. Flux.—Bitumens, generally liquid, used in combination with harder bitumens for the purpose of softening the latter. Liquid bituminous materials.—Those having a penetration at 25° C. (77° F.), under a load of 50 g

applied for one second of more than 350. Semisolid bituminous materials.—Those having a penetration at 25° C. (77° F.), under a load of 100 g applied for five seconds, of more than 10, and a penetration at 25° C. (77° F.), under a load of 50 g applied for one second, of not more than 350. Solid bituminous materials.—Those having a penetration at 25° C. (77° F.), under a load of 100 g

applied for five seconds, of not more than 10. RELATING SPECIFICALLY TO PETROLEUM OR ASPHALTS Asphalls.—Solid or semisolid native bitumens,

solid or semisolid bitumens obtained by refining

petroleum, or solid or semisolid bitumens which

are combinations of the bitumens mentioned with

petroleums or derivatives thereof, which melt upon the application of heat and which consist of a mixture of hydrocarbons and their derivatives of complex structure, largely cyclic and bridge compounds.

Artificial asphalt.—Recommended that the use

of term be discontinued. Asphalt cement.—A fluxed or unfluxed asphalt

specially prepared as to quality and consistency for direct use in the manufacture of bituminous pavements, and having a penetration at 25° C. (77° F.) of between 5 and 250, under a load of 100 g applied

for five seconds. Liquid asphalt.—This is a trade term not subject

to definition. Native asphalt.—Asphalt occurring as such in nature. Road asphalt.—This is a trade term not subject

to definition. Rock asphalt.—Sandstone or limestone naturally

impregnated with asphalt. Petroleum.—Liquid bitumen occurring as such

in nature. Blown petroleums.—Semisolid or solid products

produced primarily by the action of air upon liquid native bitumens which are heated during the blowing process. Topped petroleum.—Petroleum deprived of its more volatile constituents. Asphaltenes.—The components of the bitumen in petroleums, petroieum products, malthas, asphalt

cements, and solid native bitumens, which are sol- uble in carbon disulphide but insoluble in paraffin

naphthas.

Carbenes.—The components of the bitumen in petroleums, petroleum products, malthas, asphalt

cements, and solid native bitumens, which are

soluble in carbon disulphide but insoluble in carbon

tetrachloride. RELATING SPECIFICALLY TO TARS AND PITCHES

Tars.—Bitumens which yield pitches upon frac- tional distillation and which are produced as distillates by the destructive distillation of bitumens,

pyrobitumens, or organic materials. Coal tar.—The mixture of hydrocarbon distillates, mostly unsaturated ring compounds, produced in the destructive distillation of coal. Gas-house coal tar.—Coal tar produced in gas- house retorts in the manufacture of illuminating gas from bituminous coal.

Coke-oven tar.—Coal tar produced in by-product

coke ovens in the manufacture of coke from bitu- minous coal. Oil-gas tars.—Tars produced by cracking oil vapors at high temperatures in the manufacture of

oil gas. Water-gas tars.—Tars produced by cracking oil vapors at high temperatures in the manufacture of carburetted water gas. Dehydrated tars.—Tars from which all water has been removed.

Refined tar.—Tar freed from water by evaporation

or distillation which is continued until the residue

is of desired consistency; or a product produced by

fluxing tar residuum with tar distillate. Dead oils.—Oils with a density greater than water which are distilled from tars. Pitches.—Solid residues produced in the evaporation or distillation of bitumens, the term being

usually applied to residues obtained from tars. Straight-run pitch.—A pitch run to the consistency

desired, in the initial process of distillation, without

subsequent fluxing. Free carbon in tars.—Organic matter which is insoluble in carbon disulphide. RELATING SPECIFICALLY TO TESTS Normal temperature.—As applied to laboratory

observations of the physical characteristics of bituminous materials, is 25° C. (77° F.). Consistency.—The degree of solidity or fluidity of bituminous materials. Fixed carbon.—The organic matter of the residual coke obtained upon burning hydrocarbon products

in a covered vessel in the absence of free oxygen.

Penetration.—The consistency of a bituminous

material expressed as the distance that a standard

needle vertically penetrates a sample of the material

under known conditions of loading, time, and

temperature. Where the conditions of test are not

specifically mentioned, the load, time, and temperature are understood to be 100 g, five seconds, and

25° C. (77° F.), respectively, and the units of penetration to indicate hundredths of a centimeter.

Viscosity.—The measure of the resistance to flow

of a bituminous material, usually stated as the time

of flow of a given amount of the material through a

given orifice. NONBITUMINOUS MATERIALS

RELATING IN GENERAL TO NONBITUMINOUS MATERIALS

Aggregate.—The inert material, such as sand,

gravel, shell, slag or broken stone, or combinations

thereof, with which the cementing material is mixed

to form a mortar or concrete. Matrix.—The binding material or mixture of binding material and fine aggregate in which the

large aggregate is imbedded or held in place.

Crusher-run.—-The total unscreened product of a

stone crusher. Stone chips.—Small angular fragments of stone

containing no dust.

Tailings.—Stones which after going through the

crusher do not pass through the largest openings of the screen. Rubble.—Rough stones of irregular shapes and

sizes, broken from larger masses either naturally or

artificially, as by geological action, in quarrying, or

in stone cutting or blasting. RELATING SPECIFICALLY TO MATERIALS Bank gravel.—Gravel found in natural deposits,

usually more of less intermixed with fine material, such as sand or clay, or combinations thereof; gravelly clay, gravelly sand, clayey gravel, and sandy

100925°—30 13 183
510. STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

gravel indicate the varying proportions of the

materials in the mixture.

Clinker.—Generally a fused or partly fused byproduct of the combustion of coal, but also including lava and Portland-cement clinker and partly vitri- fied slag and brick.

Chert.—Compact siliceous rock formed of calce- donic or opaline silica, or both.

Granite.—A granitoid igneous rock consisting of quartz, orthoclase, more or less oligoclase, biotite, and muscovite.

Granitoid.—A textural term to describe those igneous rocks which are entirely composed of recognizable minerals.

Slag.—Fused or partly fused compounds of silica in combination with lime or other bases, resulting in secondary products from the reduction of metallic

ores.

Soil.—A mixture of fine earthy material with more or less organic matter resulting from the growth

and decomposition of vegetation or animal matter. RELATING SPECIFICALLY TO TESTS Mesh.—The square opening of a sieve. Screen.—In laboratory work an apparatus, in which the apertures are circular, for separating

sizes of material.

Sieve.—In laboratory work an apparatus, in which the apertures are square, for separating sizes of material. American Society for Testing Materials, standard methods of sampling stone, slag, gravel, sand, and

stone block for use as highway materials, including some material survey methods, serial designation

D75-22; 1922. Approved as tentative American standard by

the American Engineering Standards Committee, now the American Standards Association.

1. Samples of all materials for test upon which is to be based the acceptance or rejection of the supply

shall be taken by the engineer or his authorized

representative. Samples for inspection or pre- liminary test may be submitted by a producer or owner of the supply.

SAMPLING OF STONE

A. SAMPLING OF STONE FROM LEDGES OR QUARRIES FOR

QUALITY

2. The ledge or quarry face shall be inspected

closely to determine any variation in different laj'ers. Any difference in color or structure shall be observed,

and if necessary to secure unweathered specimens,

pieces broken from different layers. 3 (a). For standard stone test separate samples

shall be taken of at least 30 pounds each of fresh un- weathered specimens from all layers that appear to vary in color or structure. When more than one

piece is taken, the minimum size shall be 2 inches,

except that there shall be one piece of each sample of a minimum size of 4 by 5 by 3 inches on which the bedding plane is marked and which shall be free from seams or fractures to be used in the toughness

or compression test.

(6) The sample for concrete test will depend on

the kind of tests to be made and the number of specimens necessary.

4. In addition to the general information accom- panying all samples, samples from local ledges not commercial sources shall contain the following:

Name of owner, approximate quantity available

(if quantity is very large this can be recorded as practically unlimited), amount and character of overburden or stripping, haul to nearest point on

road where the material is to be used, character of haul (kind of road and grade); also some detailed

record of the extent and location of the material represented by each sample. For this purpose a

sketch, plan, and elevation showing the thickness and location of the different layers is recommended.

B. SAMPLING OF STONE FROM COMMERCIAL QUARRIES

5. Where practical, samples from commercial

quarries shall be taken from the ledge or quarry

face and the same procedure shall be followed as when sampling local ledges.

6. At the plant, the following factors affect the

size of broken stone: Size and shape of screen openings, length of screen sections, the angle of screen with horizontal, the speed of screen rotation, and the

rate at which the screen is fed. A general inspection and record of these conditions shall be made.

The sample shall be taken preferably from cars or boats while loading from stock piles or bins. It is recommended, in order that the sample may be representative, that separate samples be taken at differ- ent times while the material is being loaded. If the sample has to be taken from the bin or stock pile, several samples shall be taken from different parts

of the stock pile and from the top of the bin and the

loading chute. These separate samples shall be

well mixed in a composite sample and the sample

for test obtained by the quartering method.

7. (a) Where it is not practical to visit the plant,

samples for both quality and size shall be taken

from different parts of the car or boat during unloading. It is recommended that separate samples be

taken from the top, middle, and bottom of car or

boat. These separate samples shall be well mixed

in a composite sample and the sample for test obtained by the quartering method. The results of

tests on crushed stone for quality are not considered comparable with results from the samples speciaUy

broken for test in the laboratory, but the general

quality of stone can be ascertained and check tests on various shipments should indicate any change in

quality. In this case, tests for both quality and

size can be made on the same sample.

(o) Where test is to be made for size only, it is recommended that a small set of screens and a pair

of scales or some unit measure receptacle for measuring volume be used for field testing in order not to delay decision on the use of the material. Occasional check tests can be obtained from the labora- tory to assure a fair degree of accuracy in field testing.

8. (a) The sample of crushed stone for mechanical analysis shall weigh at least fifty times the weight

of the largest piece therein.

(5) The sample for concrete test will depend on

the kind of tests to be made and the number of specimens necessary.

C. SAMPLING OF FIELD STONE AND BOWLDERS

9. A detailed inspection of the deposits of field stone and bowlders, over the area where the supply

is to be obtained, shall be made. The different kinds

of stone and its state of preservation in the various

deposits shall be recorded.

10. Separate samples shall be taken of all stone

of different classes that a visual inspection indicates,

from state of preservation and degrees of lamination,

would be considered for use in construction.

11. Records accompanying samples of field stone and bowlders, in addition to general information,

shall contain the following:

(a) Location of supply.—The plotting of the field- stone and bowlder area on a United States topographic or a similar map is recommended for this purpose.

(6) Approximate quantity available.—A fairly accurate estimate of amount of stone in fences can be

184
STONE, SAND, AND CEMENTITIOUS MATERIALS 510.

made by measuring a cross section and pacing the

length. It is more difficult to estimate the amount

of stone scattered on the ground, and ordinarily such

deposits do not pay to work unless quite congested.

(c) Information regarding the percentage of dif- ferent classes of stone which were sampled and the percentages of material which can be rejected by

visual examination and may have to be handled and

spoiled.—This information regarding the percentages

of different kinds of material can only be estimated

and the degree of accuracy attained will depend

almost entirely upon the experience and skill of the

individual. SAMPLING OF BLAST-FURNACE SLAG

12. It is recommended that blast-furnace slag be

sampled for size and quality by the method specified

for broken stone. SAMPLING OF SAND AND GRAVEL

A. NONCOMMERCIAL DEPOSITS

13. Noncommercial as used here includes all undeveloped sand and gravel deposits and all devel- oped deposits where the material is not washed or screened.

14. (a) The investigator should realize that few,

if any, natural sand and gravel deposits are uniform,

and when a sample is taken the quantity of material

in the deposit similar to the sample shall be ascer- tained as nearly as possible.

(6) Where possible, samples of sand shall be taken

when it is in a damp condition.

(c) If the deposit is worked as a bank or pit and

has an open face, the sample shall be taken by

channeling the open face so as to represent material that visual inspection indicates could be used. Care

shall be taken to eliminate any overburden or stripping at the top or any that has fallen along the face from the top. It is necessary, especially in small

deposits, to excavate test pits some distance back of and parallel to the face to determine the extent of the supply. The number and depth of these pits

depend on the quantity of material that is to be

taken from the deposit. Separate samples shall be

taken from the face of the bank and from test pits. These shall be well mixed in a composite sample and

the sample for test obtained by the quartering

method.

(d) Deposits that have no open face shall be

sampled by means of test pits. The number and

depth of these will depend on local conditions and

the amount of material to be used from the source. A separate sample shall be taken from each pit and

where visual examination indicates no radical

difference in size of grain, color, etc., these shall be

well mixed in a composite sample and the sample

for test obtained by the quartering method. Where

visual inspection indicates a distinct difference in material from different pits, separate samples shall be taken for test.

(e) It is suggested that the colorimetric test be

used for determining the percentage of organic

material.2 15. In addition to the general information

accompanying all samples from sand and gravel

deposits not commercial sources, the same detailed information shall be supplied as with samples of stone taken from local ledges.

B. COMMERCIAL SAND AND GRAVEL PLANTS

16. Samples of both sand and gravel from commercial screening or washing plants shall be taken from the bins or storage piles preferably while the

! For a description of this test see A. S. T. M. C40, 512.10, p. 213.

material is being loaded from these supplies. The

sand and gravel shall be sampled as separate units and shipped as such. It is difficult to secure a

representative sample from stock piles and bins and,

if conditions require sampling from these sources, the following is recommended: Separate samples

shall be taken from different parts of the stock pile, care being taken to avoid sampling a segregated

area of coarse-grained material which is likely to

exist at the base of the pile. In sampling from a

bin, separate samples shall be taken from the top

and the loading chute. At the latter place at least one-half cubic yard of material shall be run off and

representative samples taken from it. These

separate samples shall be well mixed in a composite

sample and the sample for test obtained by the

quartering method.

17. The size of sand and gravel will be affected by the same factors as broken stone and the same

inspection is necessary. In addition, the relative amount of water used in screening must be taken

into consideration. The same procedure for taking a sample of broken stone for size is recommended

for sampling sand and gravel for size, both at

plant and at delivery.

18. Where it is not practical to visit the plant,

samples for both quality and size shall be taken from

different parts of the car or boat during unloading.

It is recommended that separate samples be taken

from the top, middle, and bottom of car or boat. These separate samples shall be well mixed in a

composite sample and the sample for test obtained

by the quartering method.

C. QUANTITY OF SAND AND GRAVEL SAMPLES

19. Samples of run of bank (where the sand and

gravel are combined) shall consist of at least 100 pounds of material where the gravel content is 50

per cent or more of the whole. If the gravel is less in percentage, the sample shall be increased in proportion. For example, where the gravel per- centage is 25 per cent of the whole the sample

should contain 200 pounds.

20. Samples of sand shall contain at least 20 pounds of material.

21. Samples of gravel shall contain at least 50 pounds of material.

22. The sample for concrete test will depend on

the kind of tests to be made and the number of specimens necessary. SAMPLING OF MISCELLANEOUS MATERIALS

23. Samples of slag sand, screenings, mine tailings,

and all other materials used as a substitute for sand

and gravel or broken stone, shall be inspected in the same manner and samples taken in the same way

as the materials for which they are substituted. SAMPLING OF STONE BLOCK

24. Samples shall be taken either at the quarry

or from cars or boats as directed by the engineer.

They shall be representative of the block which it

is proposed to use and no sample shall include blocks that would be rejected by visual inspection.

25. The sample shall consist of at least six blocks and the bedding plane shall be marked on at least two of these. GENERAL DIRECTIONS FOR SHIPPING AND

MARKING SAMPLES

26. Samples of ledge stone, crushed stone, and

slag shall be shipped in a secure box or bag.

27. Samples of stone block shall be securely

crated.

185
510. STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

28. Samples of run of bank gravel, sand screenings,

and other fine material shall be shipped in a tight

box or closely woven bag so there shall be no loss of the finer particles.

29. Each sample or separate container shall be

accompanied by a card or regular form, preferably

in the container, giving the following information: By whom taken, official title or rank of the sampler;

by whom submitted; source of supply; proposed

use for the material; and in case of commercial

supplies, daily production; geographic location; shipping facilities (name of railroad, canal or river, or other common carrier) ; and price of the material. Asphalt Shingle and Roofing Association (now

Institute), tests for granular surfacing materials, 1922. The following tests are adapted for examining

crushed slate, or other mineral granules, for use in surfacing composition roll roofings and shingles:

1. Sampling.—Each carload of granular surfacing material shall be sampled as follows: By means of a

£ STWE sours, NUTS CowrattutuitA, ^BHPlE PISCHRH&EO WERE

«t HI ftW AoCER,

TUH*) TO THE =

MtttT AS IT IS ronc- £D IWTO THE SUVJE

Figure 77.

Sampler for testing granular

surfacing materials

sampler of the form illustrated (see fig. 77) or any

other equivalent type of sampler, procure at least 12 samples throughout the car ranging from 1 to 2 pounds each, including one near the top and one near the bottom of the load, respectively, from at least

six different places, each near the center of an imagi- nary square dividing the car horizontally into a cor- responding number of areas, approximately equal in magnitude. The samples are then combined, carefully mixed together and by the standard method of quartering, which may either be performed by hand,

or by a Jones, or other equivalent type of riffler, reduced in bulk to obtain a representative sample of 5O0g.

2. Moisture.—Weigh out 50 g of the well-mixed

sample and heat in an oven to constant weight at a temperature of 225° F. The loss in weight represents

"moisture," which is calculated in percentage based on the material as received.

3. Permanency in color.—Fill two flat pint flasks of clear white glass, with the granules, and pack

tightly with cotton wadding before inserting the

corks. One of the flasks is kept indoors in a dark

place and the other exposed fiat on its side out of doors, in a sunny spot. The colors of the granules

in the two flasks are then compared at the end of one, two, three, and four weeks, respectively. Any fading

or alteration in the color of the granules in the flask exposed out of doors is recorded.

4. Granularmetric test.—Standard 8-inch sieves of the following mesh shall be used:

Sieve Opening Wire

diameter

8-mesh

Inch

0. 093 .065

.046 .0164

loch

0.032 .035

.025 .0122

10-mesh .... ...

14-mesh _ __ 35-mesh

The sieves must be thoroughly clean and dry.

The sieving operation may either be performed by

a mechanical shaker, where an apparatus of this type is available, or else by hand. Due to the inac- curacy of the finer mesh sieves after continued use,

it is desirable to have on hand a set of new sieves against which the service set may be checked at

intervals. Assemble the various sieves in the sequence named, with the coarsest on top and the dustpan on the bottom. Weigh 100 g of the well- mixed, moisture-free granules on the 8-mesh sieve. Attach the cover and shake the sieves in the machine

(or else vigorously by hand) for five minutes. Each

sieve (as well as the pan) plus the material retained

shall then be weighed, and after deducting the weight of the sieve (or pan) the percentage retained

shall be calculated on the weight of the moisturefree sample. A soft bristle brush is recommended

for removing the particles which may have become

lodged in the meshes of the sieves. Tapping the

sieves after the brushing will help to free the particles. Express the results as follows: Percentage by weight of the moisture-free granules

retained on the 8-mesh sieve. Percentage by weight of the moisture-free granules

retained on the 10-mesh sieve. Percentage by weight of the moisture-free granules

retained on the 14-mesh sieve. Percentage by weight of the moisture-free granules

retained on the 35-mesh sieve. Percentage by weight of the moisture-free granules

(that is, "fines") passing through the 35-mesh sieve.

5. Dust.—Weigh 50 g of the well-mixed, moisturefree granules on the 200-mesh sieve and treat as in section 4. After the shaking operation, weigh the material retained on the sieve. Then wash under

a tap of water until the washings no longer appear

turbid. The residue in the sieve is dried to constant weight at 225° F. and reweighed. The loss in weight represents the powder which passes a 200- mesh sieve plus any "dust" adhering to the coarser

granules. These combined weights are calculated

in percentage against the moisture-free sample.

Such powder and dust would have a tendency to

inhibit the granules from adhering to the bitumi- nous coating in manufacturing composition roofings

and shingles.

Asphalt Shingle and Hoofing Association (now

Institute), tests for powdered surfacing materials (recommended), 1923. The following test are adapted for examining talc, sand, mica, and other powdered materials used for surfacing composition roofing, as well as "fillers," including powdered material or dust of any kind

186
STONE, SAND, AND CEMENTITTOUS MATERIALS 511.1

intended to be incorporated in the bituminous

surface coating of roll roofings or shingles.

I. SAMPLING

(a) When shipped loose in bulk, follow the method

outlined in section 1 of "Tests for Granular Surfacing Materials," given above.

(6) When shipped in bags or other containers,

select at random from each shipment or portion

thereof representing a specific grade, a number of packages equivalent to the cube root of the total number included in the lot. If the cube root as calculated proves to be a fractional number, express

it as the next higher digit in the following manner:

If—

2-8 9-27

28-64

65-125

126-216 217-343

344-512 513-729

730-1, 000_.

1, 001-1, 331

Take— If—

332-1, 728. E9-2, 197. 198-2, 744. 745-3, 375. 376-4, 096

097-1, 913

914-5, 832

833-6, 859

860-8, 000

001-9,261

TakeRemove approximately one-fourth pound from

each package, then combine the samples, thor- oughly mix them together and by the standard

method of quartering, which may be performed by

a Jones or other equivalent type of riffler, reduce

the bulk of the material to obtain a representative

sample of 500 g.

LT. MOISTURE

This shall be ascertained as in section 2 of tests for Granular Surfacing Materials. m. GRANUIARMETRIC TEST

This shall be ascertained as in section 4 of Tests

for Granular Surfacing Materials, with the exception that the 48 and 200 mesh sieves shall be used

in addition. The material which is retained on

the 200-mesh sieve shall be treated as in section 5

of Tests for Granular Surfacing Materials, the

loss in weight being reported as "dust." Should

it be desired to classify the "dust" passing a 200- mesh sieve, then the following method shall be used: Place 5 g of the surfacing material in a beaker

about 120 mm high holding 600 cc and fill almost to the top with distilled water at exactly 70° F. Agitate with compressed air until the mineral

particles are brought into suspension, and in such a manner that no whirling results. Stop the

blast and allow the liquid to stand exactly 20

seconds, whereupon the water above the sediment

is immediately decanted through a 200-mesh

sieve without, however, pouring off any of the sediment. The operations of agitation, sedi- mentation, and decantation are repeated with

fresh water three times. The particles caught on the 200-mesh sieve are washed back into the sample remaining in the beaker, which is dried to constant weight and weighed. The difference represents the amount removed by elutrition, which should be expressed in percentage.

IV. SPECIFIC GRAVITY

This shall be ascertained as in A. S. T. M. D55.

(See 512.10, p. 214.) United States Department of Agriculture, Bulletin

1216, method of test for abrasion of broken stone and broken slag, 1928.

This specification is based on A. S. T. M. D2.

(See p. 182.)

1. The machine shall consist of one or more

hollow iron cylinders, closed at one end and furnished with a tightly fitting iron cover at the other; the

cylinders to be 20 cm in diameter and 34 cm in depth inside. These cylinders shall be mounted

on a shaft at an angle of 30° with the axis of rotation

of the shaft.

2. The rock to be tested shall be broken in the

laboratory from pieces at least 3}i inches in size to as nearly uniform size and shape as possible,

and as near to 50 pieces as possible shall constitute a test sample. No pieces with edges or faces that have been rounded by wear shall be included. The total weight of rock in a test shall be within

10 g of 5 kg. All test pieces shall be washed and

thoroughly dried before weighing. Ten thousand

revolutions, at a rate of between 30 and 33 per

minute, shall constitute a test. Only the per- centage of material worn off which will pass through an American Society for Testing Materials standard No. 12 sieve (see 500.2, p. 1) shall be considered

in determining the amount of wear. This shall be expressed as a percentage of the 5 kg used in the test. Note.—In the case of broken stone, samples should, wherever

possible, be selected from the quarry face.

3. When the material has a specific gravity below

2.20 the quantity used for the test shall be adjusted on a weight basis, retaining the specified number of

pieces. For such materials a weight of 4,000 g of the broken stone or broken slag shall be used.

4. The results shall be reported as percentage

of wear.

5. The operator is cautioned that drying some

varities of stone at high temperatures has a dele- terious effect upon the abrasion loss, and therefore

care should be taken that the temperature be low

enough to prevent injury to the stone through

heat. 511. STONE AND STONE MANUFACTURES

511.1 GRANITE.

American Society for Municipal Improvements,

specifications for stone block pavements, 1927. See 518.36, p. 393. (This specification includes requirements for granite blocks.) American Society for Testing Materials, block for granite pavements.

(This society has the following standards, which

are presented under 511.71, p. 208.)

1. Block for granite block pavements, serial designation D59-26, 1926.

2. Block for recut granite pavements, serial designation D131-23, 1923.

3. Block for durax granite pavements, serial designation D132-23, 1923. Federal Specifications Board, specification No.

510, United States Government master specifica- tion for block for granite, recut granite and durax

granite pavements, August 12, 1927. See 511.71, p. 208. National Building Granite Quarries Association,

granite specifications. Section 1. General conditions.—All work included

under the specifications for granite is to be subject

to the general conditions which govern the entire work.

Sec. 2. Material.—All granite shall be of compact

structure, hard and practically nonabsorbent, and

equal in durability and strength to the best granite

of the kind required. Granite shall be (mention

color, tone, and grain) and of the kind designated as (mention name) granite from quarries at (mention

187
511.1 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

location). Granites designated as (mention names

and quarries), will also be considered. In submitting estimates, the contractor shall state the name

of granite, and quarry, upon which his proposal is based.

Sec. 8. Quarry and plant.—Granite must be

obtained from approved, well-known quarries having capacity and facilities for furnishing the quantity

sizes, and quality of granite required, and the cut- ting and finishing must be done by firms properly

equipped to produce the finished material without

causing delay in the progress of the work. Evidence

to this effect must be submitted if required by the

architect.

Sec. 4- Quality.—All the granite shall be selected to meet the requirements of these specifications,

and shall be absolutely sound and free from seams or other defects which would impair its strength. Exposed surfaces shall be free from spots, stain, dis- coloration, knot formations, spalls, chips, or other

defects which would impair the appearance of the work, except that in inconspicuous places a reason- able number of knot spots or texture variations inherent to the particular granite proposed may be

permissible if samples showing the maximum of such characteristics be submitted to, and approved

by, the architect. In quarrying the granite the blocks shall be so selected that any variations in color permitted by

the architect will be uniformly distributed through- out the exposed surfaces of the walls and other portions of the work. If granites from different quarries are used such granites shall be similar in texture and shaU satisfactorily match in color and

tone throughout the work.

Sec. 5. Work included.—The work to be done by

the contractor under the heading of "granite" shall include the furnishing, delivery, and setting in place

and completion of all granite work as required by

the drawings and herein specified.

The work generally shall include (state portions

of work to be of granite). Note.—State any portions or special features which are not to be

of granite or not to be included in this contract. Sec. 6. Shop drawings.—The granite contractor

shall prepare all necessary shop drawings, showing the bedding, bonding, and jointing of all the granite

work and typical and special anchoring of same. The dimensions and setting number of each granite stone shall be indicated upon the drawing which

shall be submitted and approved by the architect as required under general conditions. No cutting

shall be done or work completed except from shop

drawings which have been approved by the architect.

Sec. 7. Corner stone.3—The granite contractor

shall furnish and set where indicated on the drawing

(or as directed) a corner stone of the required dimensions, having an inscription cut thereon in accord- ance with the drawings and recessed to receive the copper box to be furnished by the (general

contractor)

.

Sec. 8. Samples.—After the award of the contract two samples of each kind of granite required 8 by 8 by 2 inches, showing the extreme variation in quality,

color, and texture that will occur in any granite

which will be used, shall be submitted to the architect. Upon approval of these samples, one of each

shall be returned to the granite contractor for use at the quarry or plant and the other retained by the

architect for comparison with work at the building.

Samples shall be dressed on the face and one edge to show finish required by the specification; opposite

face may be split or dressed to the approximate size called for or may be dressed to another of the

specified finishes called for.

3 If required.

Sec. 9. Finishes.—The exposed surfaces of the

granite shall be dressed as indicated on the drawings

or specified herein. In general, surface finishes shall be as follows: From 2 inches below grade to level

(state level or course) shall be dressed with best

(state finish as polished, 6-cut, 8-cut) work; from

level (state level) to level (state level) shall be

dressed with best (state finish) work; and from level

(state level) to top of parapet shall be dressed with

best (state finish) work.

Note.—State here any exceptions to the above such as "treads of steps or platforms shall be finish;" "back of parapet and

coping courses shall be finish," etc. The cut marks of all bush hammer work shall be vertical except as noted.

Soffits shall be bushed at right angles to the face. Faces of key blocks and voussoirs shall be bushed

(state whether vertical or radial). Top surfaces of window and door sills, steps, copings, washes, and projecting courses shall be

bushed at right angles to the nosing.

Molded surfaces shall be bushed parallel to the

direction of the moldings.

Note.—Mention other specific instructions on direction of bushing. Sec. 10. Cutting—All exposed surfaces must be out

of wind, free from waves, projections or depressions

and faces of granite in the same plane must be

absolutely flush at joints. Arrises must be cut sharp and true to square or pattern and continuous

with adjoining arrises. Slight inequalities which may occur in setting

shall be trimmed to the proper surfaces and refinished equal to the original finish. Sec. 11. Beds and joints.—Beds shall be horizontal and shall be cut full and square for a distance of at

least 2 inches back from the face, from which point

they may fall off not to exceed 1 inch in 12 inches; and shall be reasonably free from large depressions

and cuppings, which might impair the stability of the work.

Joints shall be dressed at right angles to the face

for at least V/2 inches back from which point they

may fall away, not to exceed X){ inches in 12 inches. Backs of granite stones shall be scabbled or

split to approximate vertical surfaces which shall not vary more than 1 inch in 12 inches from the

true vertical, nor vary more than 1 inch either way

from the thickness called for on the drawings.

Sec. 12. Jointing.—The jointing of the granite

work shall be as shown on the drawings, and no

additional joints will be permitted except upon

written consent of the architect. The joints shall be uniformly three-sixteenth inch (or one-fourth

inch) in thickness.

Sec. 13. Bonding.—The bonding of various portions of the work shall be as shown on drawings.

Alternate courses of granite shall bond at least 4 inches with the backing except where otherwise

shown. No granite stone shaU have less than 4- inch bed; projecting courses shall have beds equal

to the projections unless otherwise shown. Where

brick backing is required the granite shall not go

closer than 4}4 inches to the inside of the brick wall. Where granite facing occurs at grades it shall extend nowhere less than 4 inches below grade

unless otherwise shown.

Sec. 14- Reveals and returns.—Reveals of all openings, unless otherwise shown shall be cut

solid without vertical joints. Returns shall be not

less than indicated on the drawings. Mitering of granite stones at corners will not be permitted.

Sec. 15. Moldings.—Granite stones forming con- tinuous molded courses shall be of uniform profile on the face with continuous unbroken lines absolutely

flush at the joints and with the surfaces free from

projections or depressions and out of wind.

188
STONE, SAND, AND CEMENTITIOUS MATERIALS 511.1

Sec. 16. Washes and drips.—All exterior projecting granite stones and all exterior sills, steps, platforms, coping, and other stones with exposed

top surfaces, shall be cut with a wash on top. "Where other work is built upon such granite stones, they shall be cut with raised seats and lugs to form

level beds for work built upon them.

All projecting granite stone, such as sills, cornices,

copings, etc., shall have a groove drip cut on the

underside unless otherwise detailed.

All exterior door sills shall be cut with raised thresholds unless otherwise shown.

Sec. 17. Miscellaneous.—Moldings, and projections must not be subjected to pressure; and granite stones having projecting members which have

weight of any kind bearing upon the upper surface

shall have seats cut to bear such weights; and in all cases the edges of moldings or projections must be

kept free from pressure. Reglets shall be cut for flashing and counter

flashing as required.

Sec. 18. Models.-—Full-size plaster models of all ornamental and carved work, shall be furnished to the granite contractor as hereinbefore specified.

Where necessary for the proper execution of the work, models will be delivered at the plant of the

granite contractor free of expense to him, to be

used by him for the purpose of roughing and such

carving as may be done at the plant, the granite contractor to carefully preserve these models, for reshipment to the building if required. The expense

of handling and recrating for shipment at the plant

to be borne by the granite contractor.

Sec. 19. Roughing for carving.—No roughing for carved work is to be done from drawings, but from

approved models only. Sufficient stock in all cases

shall be left for the carving and the granite shall be roughed to suitable form and condition for the

carver. The cutter and carver shall cooperate in the method of securing the proper roughing for ornamental work.

Sec. 20. Carving.—Carving may be done at the

site either before or after the granite is set, or the work may be delivered at the site already carved. In case the carving is done at the plant or at the site before being set in place, this contractor shall do all necessary refinishing or retouching to make the carving conform to the models and to the satis- faction of the architect. All carved ornament shall be executed by hand by skilled carvers in a spirited

and artistic manner and in strict accordance with the approved models. Where carving is done after the work is set, all necessary staging and protection shall be furnished by the general contractor, and if required the models

shall be hoisted into position and properly secured

to the scaffolding for the convenient use of the

carvers by the general contractor.

Inscriptions, lettering, or numerals, if required,

shah be clean cut and in accordance with the models,

if provided, or otherwise with the full-sized details of same.4 The incised surfaces of lettering shall be cut smooth and accurately to the full depth and section shown on the models or drawings.

Sec. 21. Crating and shipping.—This contractor

shall properly crate the finished granite for shipment, the crating being so constructed as to properly

protect the edges and surfaces of the exposed portions

of the work during shipment and handling prior to

setting same. Due precaution shall be taken to use

crating material which will not stain or discolor the exposed surfaces of granite; and especial care shall be

used to protect and suitably note any delicate portion

where extra care should be observed in handling.

1 If carving is to be done by others than the granite contractor, same should be noted here and this specification modified to suit conditions.

The finished granite properly crated shall be

carefully loaded for shipment by this contractor who

shall exercise all necessary precautions in loading to withstand the usual hazards in transit.

Sec. 22. Precaution against stain.—Special pre- caution shall be taken in the setting to guard against

possible seepage through the joints of moisture from

the mortar or material used in backing up the granite

work, which will cause discoloration around the face

joints or surface of the granite.

At least 12 hours before the granite is set, all surfaces not exposed shall be thoroughly coated with an approved damp proof compound to within 1 inch

of the exposed face. After the granite is set, and

before backing up, another coat of the same damp

proofing compound shall be applied to the back for the special purpose of covering the backs of the mortar

joints.

The painting of the granite may be omitted with

the approval of the architect when it is definitely

known that the setting mortar will not stain the

granite, but the backs of the mortar joints should be

damp proofed in any event to guard against seepage.

If the first coat of damp proofing is applied at the

mill, the setting numbers must be painted conspicuously over the damp proofing.

The granite shall at all times be protected from

stain and upon delivery at the site shall be kept

stacked on timber or platforms at least 4 inches above the ground, until set in place in the wall. Under no circumstances shall salt be used for thawing out Lewis holes or otherwise in connection

with the granite work.

Sec. 28. Setting.—Each granite stone shall be

brushed clean and drenched immediately before being set. Each piece shall be carefully bedded

in a full bed of nonstaining mortar and tapped home

with a wooden mallet to a full and solid bearing.

The face of the granite work shall be kept free from mortar at all times. Granite facing shall not in any case be built up more than two courses ahead of the backing and no

stone having a greater width of bed then the one below it shall be set until the lower course is backed

up.

All surplus mortar shall be immediately raked out

to a depth of at least 1 inch and every precaution

taken to prevent stones bearing upon the edges.

Sills, etc., subject to pressure, shall be bedded only

at the ends. The cement in the mortar used for setting all granite work where the joint is exposed to the weather

shall be made waterproof with a satisfactory waterproofing compound, mixed with the mortar. The sand used in all setting mortar shall be such as

to cause no stain or chemical action with the cement.

Sec. 24- Anchors, dowels, etc.—All bolts, expansion

bolts, anchors, ties, etc., required in the setting of the granite work, will be furnished to the granite

contractor. All ashlar shall be anchored to the backing with heavily galvanized wrought-iron anchors

one-fourth by l\i inches turned down into the granite

l)i inches and extending into the backing 8 inches,

if the thickness of wall permits; the end to be turned

up 1^ inches into the backing. There shall be at

least two anchors to every stone whose length exceed

its height, and, in general, there shall be not less than two anchors to each superficial square yard of

ashlar. Note.—Special anchoring for heavy cornices and overhanging

courses, cramps, dowels, etc., for parapets, balustrades, pilasters, and

columns, etc., should be suitably described or shown according to the requirements of the work. Sec. 25. Boxing and protection.-—All granite work

must be protected from damage during the progress

of the work and until the completion of the building.

The general contractor shall provide the necessary

protections, covering all projections, top surfaces,

189
511.1 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

angles, etc., protective boxing to be securely fastened

in position and securely nailed throughout with galvanized iron nails. No lumber or material to be used

which would in any way stain or deface the granite

work.

All necessary forms, centers, scaffolding, etc., required by the setter or carver to be furnished by

the general contractor.

Sec. 26. Pointing and cleaning.—After the completion of the granite work or at such time thereafter as all liability from stain of other operations on the

building is passed, and when there is no danger there- from the whole of the granite work shall be carefully cleaned down, removing all dirt, mortar, stains, and

other defacements. The use of wire brushes, acids, or solutions which

might cause discoloration will not be permitted.

All face joints shall be raked out to a depth of not

less than 1 inch, brushed clean, thoroughly wetted,

and filled with pointing mortar and then carefully

jointed. The pointing mortar must be packed

solidly into all joints, completely filling the same; and the form of joint shall be as directed by the

architect. Vertical joints in the top courses of uncovered

cornices having a projection of 8 inches or more shall be filled with mortar by grouting to within 3 inches

of the top of the granite, then calked with picked

oakum and filled with molten lead, calked against the edges and slightly convex at the top, taking care that the oakum is kept at least 2 inches away from

the face and top of granite. Joints in the upper surfaces of projecting stones which are not so protected and in all platforms, steps, and coping, shall be raked out at least 2 inches deep

and thoroughly grouted flush with the surface of the

granite.

Pointing and cleaning shall start at the top and

be continued until^such work is completed.

Sec. 27. Defective work.—No patching or hiding of defects will be permitted. Defective granite stones

shall be replaced with perfect ones except in extreme

cases where a stone has been damaged through no

fault of the granite contractor, and where it is possible and practicable to remedy the defect without

in any way impairing the appearance, strength, or durability of the work—and then only with the approval and under the supervision of the architect—and where a satisfactory allowance has been

agreed upon which shall be deducted from the contract price. Note.—A short form of granite specifications has been prepared by

the association for use where a comparatively small amount of granite

is required, but in which the standards of workmanship and other

essentials should conform to requirements set forth in detail in the above complete form. Copies may be obtained from the secretary

of the National Building Granite Quarries Association. National Paving Brick Manufacturers Association,

recommended specifications, stone curb and header,

1924.

(See 518.63, p. 448.) (This specification includes requirements for granite, to be used as material.)

511.2 LIMESTONE.

Indiana limestone Institute, uniform classification of Indiana limestone, September 26, 1928. CLASSIFICATION

Buff statuary stock. Select buff. Standard buff. Rustic buff. Select gray. Standard gray. Rustic gray. Variegated.

Old gothic,

Special hard buff (same as "select").

Special hard gray (same as "select").

Note.—This classification and designation of the grades is based on the assumption that in the submitting of samples of any particular grade for approval, the well-established practice of two samples showing the maximum and minimum or fineness and coarseness of texture, thus showing the range of variation from uniformity, will be sub- mitted, instead of only one sample intended to indicate the average run of the particular grade. Standard -practice—Samples.—The submitting of two samples has therefore been adopted as "standard

practice"; except in the case of "statuary buff,"

where a single sample will usually suffice, and in the

case of old gothic, the characteristic range of which

can not be appropriately shown by only two samples,

and for which grade there is no fixed limit as to vari- ation in texture and formation or as to markings

that are characteristic of the material. STATUARY BUFF

This grade covers only the very fine uniformgrained buff stock, sold principally for sculpture and

carved doorways, tracery, sculptured panels, memorials, and elaborate interior work.

In texture the grain shall not exceed 1 mm (about

}is inch) in cross section, visibly uniform and well cemented in structure and entirely free from seams,

streaks, and pit-holes, and without calcite crystals

larger than 4 mm (about }i inch) in diameter. SELECT BUFF

"Select buff" stock is sound and durable and

shall embrace the average finer-grained stone, in texture ranging from statuary stock in which minor

surface markings occur to stone having an average

grain as shown by the samples and photo reproductions thereof designating the range of this grade. It

shall include stone in which any openness of grain does not show pore spaces exceeding 1 mm (about

inch) in diameter and in which tight fine opaque

white or glasslike calcite streaks or veins not exceeding 1 mm (about }is inch) in width may occur, and

will include stone having occasional solid fossils and

grains, crystals, or spots of calcite. Pit-holes not

exceeding 6 mm (about % inch) in diameter may

occur, providing that there are not more than the equivalent of one of these to any 10 square feet of area of slabs nor more than 15 per cent of the cube

of blocks so affected and in which any of these allowed minor variations in the formation and texture do not constitute a defect that will impair the strength

and durability or appearance of the fabricated and

finished stonework produced therefrom, and when

appreciably affecting the appearance are such that can be eliminated readily from appearing on the

face of stonework in the finished building.

STANDARD BUFF

"Standard buff" stock is sound and durable and

is the average of the moderately large-grained buff product of the quarries that constitutes the bulk of the total output of buff stone and is therefore classed

as "standard." This grade has certain variations

in density, color tone, and texture not allowed in "select" and may contain streaks of calcite or moderately coarse-grained or reedy formation and small

pit-holes, providing such variations in texture and

color tone do not exceed the following limits or impair the strength or durability of the stone. Texture or grain ranging from "select" to a some- what shelly appearing formation having an average

grain as shown by samples and photo reproductions

thereof designating the range of this grade.

White calcite or crystalline streaks not over 4 mm

(about }{s inch) in width nor more than one such marking in any 30 square feet of stone so affected. 190
STONE, SAND, AND CEMENTITIOUS MATERIALS 511.2

Glasslike calcite streaks or veins not over 2 mm

(about }i2 inch) in width nor more than one such marking in any 30 square feet of stone so affected. Coarse or open texture bands averaging not over

1 inch in width nor shall not aggregate over 6 per

cent of the measurement across grain. Pit or shell holes aggregating not over 1 square

inch in area to any 30 square feet of stone. Stock to be well cemented and, with the exception

of the pit-holes and coarse, somewhat open-textured

streaks allowed, shall not be visibly open or porous in general structure. RUSTIC BUFF

"Rustic buff" stock is sound and durable and shall embrace the coarser and irregular, more or less open

shelly grained stone, having a varying amount of crystalline calcite intermixed, including stone having

a decidedly coarse, somewhat honeycomb or reedy

formation, as shown by the samples and photo

reproductions thereof designating the range of this grade. It may include some stone which is appreciably darker in color tone, some stone with streaks of

fine texture, and some stone that is quite hard, due

to the size and amount of crystalline calcite that it contains. This grade is therefore distinctly coarser and more varying in texture, showing a wider range

of granular formation and more variation in color tone than any other grade, except "old gothic."

SPECIAL HARD BUFF

"Special hard buff" for the purpose of grading is classed as "select buff." It is the fine-grained, hard, dense stone similar to the regular "select buff" grade in texture and may be included as such, but

as a grade by itself, shall be specially selected for its hard, dense, usually somewhat crystalline texture, making it particularly suitable for grade or base

courses, steps, platforms, floor tiling, paving, and

other walkway surfaces. SELECT GRAY

"Select gray" stock is sound and durable and shall embrace the average finer-grained gray stone, in texture ranging from the finest, most uniform grained

stock to stone having an average grain, as shown

by the samples and photo reproductions thereof designating the range of this grade. It shall include stone in which any openness of grain does not show

pore spaces exceeding about 1 mm (}is inch) in diameter and in which tight, fine opaque white or

glasslike calcite streaks or veins not exceeding 1 mm

(about )i& inch) in width may occur and will include stone having occasional solid fossils and grains,

crystals or spots of calcite. Pit-holes not exceeding

6 mm (about }i inch) in diameter may occur, providing that there are not more than the equivalent of one of these to any 10 square feet of area of slabs, nor more than 15 per cent of the cube of blocks so

affected, and in which any of these allowed minor

variations in the formation and texture do not constitute a defect that impairs the strength and durability or appearance of the fabricated and finished stonework produced therefrom, and when appreciably

affecting the appearance are such that can be elimi- nated readily from appearing on the face of stone- work in the finished building.

STANDARD GRAY

"Standard gray" stock is sound and durable and

is the average of the moderately large-grained gray

product of the quarries that constitutes the bulk of the total output of gray stone and is therefore classed as "standard." This grade has certain variations

in density, color tone, and texture not allowed in

"select" and may contain streaks of calcite or moderately coarse grained or reedy formation and small

pit-holes, providing such variations in texture and

color tone do not exceed the following limits or impair the strength or durability of the stone: Texture or grain ranging from select to a some- what shelly appearing formation having an average

grain, as shown by samples and photo reproductions

thereof designating the range of this grade.

White calcite or crystalline streaks not over 4 mm

(about }i inch) in width nor more than one such

marking in any 30 square feet of stone so affected. Glasslike calcite streaks or veins not over 2 mm

(about Y\2 inch) in width nor more than one such

defect in any 30 square feet of stone so affected. Coarse or open texture bands averaging not over

1 inch in width nor shall not aggregate over 6 per cent

of the measurement across grain. Pit or shell holes aggregating not over 1 square inch

in area to any 30 square feet of stone. Stock to be well cemented and with the exception

of the pit-holes and coarse somewhat open-textured

streaks allowed shall not be visibly open or porous

in general structure.RUSTIC GRAY

"Rustic gray" stock is sound and durable and

shall embrace the coarser, more or less open shelly

grained gray stone, having a varying amount of crystalline calcite intermixed, including stone having

a decidedly coarse structure with some honeycomb

formation, as shown by the samples and photo repro- ductions thereof designating the range of this grade.

Rustic gray, by the nature of the deposit, will generally be somewhat denser in formation than rustic

buff, and regardless of its coarse shelly texture will usually be practically free of any very open-grain

stone of more or less cellular formation like travertine, such as is characteristic of and will occur in the

rustic buff grade, but may include some stone which

is darker in color tone, some stone with streaks of

fine texture and some stone that is quite hard, due

to the size and amount of crystalline calcite that it contains. This grade, like rustic buff, is coarser and more varying in texture and shows a wider range of granular formation and variation in color tone than

any of the other grades, excepting "rustic buff" and

"old gothic.

SPECIAL HARD GRAY

"Special hard gray" for the purpose of grading is classed as "select gray." It is the fine-grained, hard, dense stone, similar to the regular select gray grade

in texture and may be included as such, but as a

grade by itself, shall be specially selected for its hard,

dense, usually somewhat crystalline texture, making

it particularly suitable for grade or base courses,

steps, platforms, floor tiling, paving, and other walkway surfaces. VARIEGATED

"Variegated" stock is sound and durable and

shall embrace the irregular mixture of the buff and

gray color tones which occur in the blocks that are quarried where the buff and gray color tones adjoin

in the quarry ledges and includes stone showing

variation in texture as well as the variation in color

tone, as shown by the samples and photo reproductions thereof designating the range of this grade.

"Variegated" stock includes stone that may vary

in texture from the lower range of "standard" up

through "select" as herein graded by texture, and

consequently from moderately large to quite fine- grained stone, and will include some stone containing

streaks or veins of crystalline calcite and bands or areas of shelly formation that do not affect the

191
511.2 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

structural soundness of the stone or make the stone

stock too coarse or variable to be used for the average run of "cut stone" work, trim, etc. The coarser-grained and more variable of the vari- buff-gray color toned stone that is equivalent to

rustic buff or rustic gray in texture, shall be included

in the "old gothic" classification. It is understood that while the quarry blocks

shall contain stone of both color tones, that varie- gated stock when cut up for building purposes, will in the finished work produce pieces of solid buff and

solid gray and only a certain percentage of stone with the two color tones in one piece.

01D GOTHIC

This grade of stock is sound and durable and

embraces gray, buff, and variegated. It includes stone of pronounced texture, unselected as to color, ranging from a fine to a distinctly coarse grain, and

may contain shelly, honeycomb formations with

both white and dark crystalline streaks or streaks of glasslike calcite and tight crow feet, none of which,

however, affect the structural soundness and weathering properties of the stone. For this grade of stone there are no fixed limits as to variation in

texture, general formation, and surface markings,

and when the material is fabricated some pieces

will be produced in solid buff and in solid gray. ADDITIONAL

MILL BLOCKS

It is understood that the term "mill blocks"

applies to sound block stone in promiscuous sizes, or in blocks from 6 feet 6 inches to 12 feet inches

in length; that is, stone having a measured length

at no point less than 6 feet 6 inches and generally

averaging more than 8 feet inches in length in any

carload shipment.

PROMISCUOUS SIZES Promiscuous size blocks cover block stone 6 feet 6 inches to 12 feet inches in length, 2 feet 6 inches

to 5 feet inches in width between channel cuts and

up to 4 feet 6 inches across the grain or to sawed

stone produced therefrom. DIMENSION STONE

Where order requires that any stone is to be

furnished in any specified length, width, or height the stone so ordered is classed as "dimension stone" and is subject to such grade and size rules as may be

established to cover that classification. All blocks having length specified greater than

12 feet inch are classed as "dimension stone." SPECIAL SIZE STONE

All blocks or slabs having a specified width greater

than 5 feet inch between channel cuts and a

height more than 4 feet 6 inches across grain and all slabs having a length greater than 12 feet inch are

classed as "special-size" stone and are subject to such grade and size rules as may be established to cover that classification. MONOLITH BLOCKS

All stone having a specified length greater than

24 feet inch are classed as "monolith blocks" and is subject to such grade and size rules as may be

established to cover that classification. SHORT-LENGTH BLOCKS

Under this classification stone can be supplied in the regular grades, segregated as to texture and color

tone, the same as in foregoing classification, covering mill blocks, dimension stone, etc. Blocks can be

furnished in promiscuous lengths 3-6 to 6-5 and in promiscuous widths and thicknesses. Slabs can be furnished, sawed to the required

thickness, in promiscuous lengths 3-6 to 6-5 and in promiscuous widths. Sawed 4-side strips can also be furnished in these promiscuous lengths.

DEFINITIONS

"Promiscuous length" in both blocks and sawed

stone shall imply stone ranging from 6-6 to 12-0 in length.

"Promiscuous sizes," therefore, shall imply blocks

or slabs ranging from 6-6 to 12-0 in length, 2-6 to 5-0 in width between channel cuts, and not over 4-6

across grain.

National Paving Brick Manufacturers Association,

recommended specifications, stone curb and header,

1924. (Limestone.) See 518.63, page 448. 511.3 MARBLE.

American Railway Engineering Association, specifications for buildings for railway purposes, 1926. MARBLE AND TILE WORK

1. GENERAL The contractor shall furnish all labor, materials,

tools, scaffolding, and equipment, except as other- wise noted, necessary to entirely complete any or all classes of marble or tile work herein specified,

according to the class of building, and as shown or implied on the drawings.

2. DESCRIPTION OF MARBLE

All marble specified or shown on drawings shall be

the best of their several kinds, carefully selected for

color, marking, and location in the work, and each

piece shall be subject to the engineer's approval or

rejection.

Samples 8 by 12 inches in size of each kind of marble specified shall be submitted for the engineer's

approval. These samples shall be finished as specified for the work and there shall be separate samples

for each finish. The completed work shall be equal to the approved

samples as to quality, color, markings, and finish.

3. THICKNESS

All marble shall be thick enough to be amply

strong for its size and location, and no slabs shall be

less than seven-eighths inch in thickness.

All returns of 8 inches or less projection shall be

from stock of sufficient thickness to form solid angles

without vertical joints; angle pieces may be cut with

handsaw, provided the position of joints is not

altered from that shown on drawings. All molded

or ornamented members shall be from stock suffi- ciently thick to permit of the finished work being an

exact reproduction of the models or drawings with- out flattening. Projecting angles throughout shall be slighly rounded to prevent the edges chipping.

4. SETTING AND ANCHORING

All slabs shall be set free from backing surfaces using brick furring on vertical surfaces and other approved materials elsewhere. All bearing edges

shall be bedded solidly and continuously their entire length, and no material other than pure plaster of Paris and pure nonstaining Portland cement shall be

used in setting. Each piece of marble throughout

the entire work shall be securely fastened in place

with brass or bronze dowels, clamps, and tees, which

192
STONE, SAND, AND CEMENTHTOUS MATERIALS 511.3

must be provided and used in ample numbers to make

a rigid and permanent job. No tees shall be fastened

to the marble or walls by cement or plaster only, but

each must fit into a properly drilled seat, shaped to retain the setting mortar. In no case shall any metal fastening show on the exposed faces unless specially mentioned herein or shown on the drawings. Specially made metal

fastenings shall be used where necessary or as may

be directed.

5. FINISH The finishes to be given marble are as follows:

(a) All floors and floor borders, stair treads, risers, and landings and door saddles are to be honed.

(i>) All marble, except as noted in (a) above, to be

highly polished.

6. JOINTS

All joints shall be close, showing only a hair line, and each piece of marble shall be worked to absolutely perfect edges. The exposed surfaces of all marble shall be worked to true planes, so that abutting edges can not be felt. Any suiface dressing necessary to obtain these results shall be continued

the full length and width of the piece affected, so that the dressing can not be felt or seen, and this

shall include any dressing required after the marble

is set in place.

7. SUPPORTS FOR MARBLE WORK

The marble contractor shall provide and set all steel supports of every description required specially

for the proper setting of his work. Wherever this special steel framing is supported on the framing

furnished and set by others, the contractor for the marble shall furnish to such other contractors, within a reasonable time, carefully prepared drawings showing all required framing connections in detail so that

provisions may be made for the proper construction

of the work, without unnecessary cutting and drilling

but if such framing is already in place the contractor

for the marble work shall do all cutting, fitting, and

drilling required to properly connect his work to such

framing.

All steel supports furnished by this contractor

shall be given three coats, one shop coat and two

field coats, of approved paint.

8. FLOORS AND FLOOR BORDERS Wherever floors, floor borders, or panel divisions are specified or shown they shall be not less than

seven-eighths inch in thickness and at all openings

shall be increased in width to meet the door saddles

or filling pieces which take the place of saddles.

9. TERRAZZO (MONOLITHIC)

Floors are to be divided into panels, as indicated on the drawings. Wherever shown, borders of dif- ferent colored terrazzo are to be run, and panels are

to be formed by strips of colored terrazzo. Floors shall be composed of Portland cement and

selected first quality chips of marble. Chips shall be of a reasonably uniform size, perfectly clean and

uniformly distributed over the surface, and showing

the greatest possible proportion of marble in the

finished state. Wherever terrazzo base is indicated it shall be of the height required above the floor, finished with a

1-inch radius cove at the intersection with the floor. Contractor shall submit finished samples not less than 6 inches square showing the color and finish for the engineer's approval before work is started.

10. TERRAZZO (TILE) All rooms so indicated on drawings shall have

terrazzo tile floors and base as manufactured by

or equal. The pressure used in the manufacture of all tile for the work shall

not be less than 2,500 pounds to the square inch.

All tile shall be 12 by 12 inches for the field and have

a double border. AU tile to be not less than 1 inch

in thickness. All rooms having terrazzo tile floors shall have a 6-inch terrazzo cove base as detailed. AU doors shall have terrazzo plinths in connection

with terrazzo base. Tile must be so made that

their structure will be free from air bubbles, and

when rubbed to a finished surface must present a

solid body. No tile, the surface of which has been

filled or otherwise treated after rubbing, shall be

used. The tile shall be laid in a true and level plane

at elevations shown on drawings, in a first-class and

workmanlike manner. Great care shall be taken to have all lines and spacings true and straight and all joints of even width, not exceeding one-sixteenth

inch. Provide terrazzo thresholds at all doors in connection with terrazzo tile floors, unless thresholds

of other materials are called for. Tile shall be set on a bed of mortar composed of

2 parts Portland cement and 3 parts sand. Tile

shall be rammed to a solid and even bed, grouted

and rubbed.

Before depositing bedding mortar, the entire sur- face shall be cleaned and well saturated with water

to prevent too rapid absorption of water from bedding mortar.

After tile is laid and properly grouted, all tile floors shall be holystoned to reduce inequalities of

surface. All tile for floors and base shall be made

with marble chips of kind and color selected by the

engineer. The contractor shall submit samples of

tile and setting plan for approval before getting out any work.

The contractor shall guarantee all terrazzo work

for a period of one year after completion against

defects of workmanship or material.

11. MARBLE FOR FLOORS Marble floors and floor borders shall be composed

of marble tile not less than seven-eighths inch in thickness, cut with full faces, sawn bed, and all edges rubbed to the exact size required.

Each piece of marble shall be set in full bed of Portland cement mortar, and when set all joints

shall butt and match perfectly and closely and shall be perfectly flush. All pieces shall be selected and

located in the floor according to character of veinings

and color.

12. VITRIFIED TILE

(a) On walls.—Tile for walls shall be salt-glazed

white tile laid in cement with hair-line joints absolutely plumb and true without waves. Where trim

of other material is not specified the tile shall be

returned into all reveals and soffits and the angle

shall be formed of angle tile with corner rounded

to a radius of about 1 inch. Where tile wainscot

is called for there will also be required a sanitary

tile base 8 inches high.

(b) Floor tile.—Shall be hexagonax or other ap- proved shapes of vitrified tile, set in cement mortar. Border of 2-inch square tile shall be laid at the

intersection of floor with base.

13. BEDS The distance from the finished floor to the rough

floor will not be less than 2 inches, and this contractor shall fill in on top of the rough floors to the

desired line with concrete composed of 1 part Port- land cement, 2 parts sand, and 4 parts crushed stone

or gravel to form bed for flooring material.

14. GENERAL CONDITIONS

All materials entering into the work and all methods used by the contractor shall be subject to

193
511.3 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

the approval of the engineer, and no part of the work

will be considered as finally accepted until all the work is completed and accepted.

The general conditions as given in 518.50, page 416.

shall be considered as to apply to these specifications. Federal Specifications Board, specification No.

448, United States Government master specifications for plumbing fixtures, November 22, 1926. (The specification is published in full as Bureau of Standards Circular No. 310 and gives general and

detail requirements for 22 plumbing-fixture items,

including marble and glass for use in plumbing,

general requirements for which are as follows:) Quality of these materials and finish of same shall be described in the specification for the work.

National Association of Marble Dealers, standard

specifications for interior marble.

(This specification is issued as an explanatory measure for composing a specification for interior marble. The full text of the specification includes material relative to construction and includes 42

plates containing drawings for different treatments

of marble.)

(The following classifications and specifications are included:)

CLASSIFICATION

MARBLE Due to the diversity of composition, texture,

color, and characteristics peculiar to the various marbles used throughout the world, the National

Association of Marble Dealers has classified marbles

into four groups, the basis of classification being the

characteristics presented in the work required in

finishing.

Group A.—Sound marbles and stones which

require no "sticking," "waxing," or "filling,"

characteristically uniform, and favorable working

qualities.

Group B.—Marbles and stones similar in character

to the preceding group, but somewhat less favorable working qualities; occasional natural faults; limited amount of waxing and sticking necessary. Group C.—Marbles of uncertain variation in working qualities; geological flaws, voids, veins, and

lines of separation common; standard shop practice

to repair nature's shortcomings by sticking, waxing,

and filling; "liners" and other forms of reinforce- ment freely employed when necessary. Group D.—Marbles and stones similar to the preceding group and subject to the same methods

of finishing and manufacture, but embracing those

materials which contain a larger proportion of natural faults and a maximum variation in working

qualities, etc.; this group comprises many of the

highly colored marbles prized for their decorative

qualities. FINISHING AND THICKNESS There are three distinct classifications for the

finishing of marbles; namely, sand rubbed, hone

finish, and high polish.

Sand-rubbed finish is commonly used for walk-way

surfaces such as floors, thresholds, stair treads, and

platforms. Hone as well as high-polish finish is generally used for vertical standing material, and

is a matter of selection by the architect. Unless otherwise shown on drawings or specified, the standard thickness for marble used for wall wainscot or other purposes where one face is finished only is accepted by the trade as being seven-eighths

inch; that is, a slab which is seven-eighths inch

thick as it comes from the saws; finishing processes

usually reduce this by about one-sixteenth inch. FIOOR THE

Inasmuch as floor material is a by-product of the marble trade, no specific thickness shall be called

for, but it is understood that the minimum is to be

three fourths inch and the maximum l}i inches in order to allow the proper bed between the rough

concrete slab and the floor tile. EXTERNAL CORNERS

Unless otherwise specified or shown on the drawings, it is accepted by the trade that butt joints

shall be used; that is, the exposed return of the member will not exceed the accepted or specified thickness of the member.

Another method of treating external corners, especially where only the minimum thickness of marble is required, is what is called by the trade, the "quirk miter." This quirk miter is cut on a 45° angle from the finish face toward the back face of the member. This sharp edge formed by this method,

is taken off so it will show a finished edge of }& to %

inch. This method is used to more or less indicate a solid corner. This method involves more labor, and it should, therefore, be distinctly specified when

desired. The quirk miter is not recommendable for base, as the construction forms insanitary internal corner at floor. SETTING The setting space, a term used by the trade

indicates the distance from the rough construction

receiving the marble to the finished face of the latter. For standing marbles, classified under letters A

and B, l

1/? inches is the minimum setting space. For C and D marbles, some of which require rein- forcing liners as mentioned in this classification, 2}i inches should be used for setting space.

All standing marble should be set in what the

trade call molding plaster of Paris, this to be a

quick-setting variety. Vertical joints should be buttered. It is essential that the beds as well as the vertical joints should be

properly buttered with plaster of Paris; th'e pointing of joints after marble has been set, will not be

permanent.

Plaster of Paris "spots," a term used in the trade, are used as backing for standing marble. For

ashlar work and smaller pieces these spots are usually sufficient to be applied around the locations

of the anchors only. For larger pieces, such as wall

panels, spots are usually applied between the top

and bottom joint in addition to those around the

anchors. No fixed rule can be given as to the number of spots, and this should be left to the discretion

of the marble contractor. The association also has a "Setting Manual,"

giving information as to the setting of interior marble. 511.4 SANDSTONE.

American Society for Municipal Improvements,

specifications for stone block pavements, 1927. See 518.36, page 393. (This specification includes specifications for new

sandstone blocks.) National Paving Brick Manufacturers Association,

recommended specifications, stone curb and header, 1924 (sandstone). See 518.63, page 448. 511.5 SLATE.

511.50 General Items.

American Society for Testing Materials, tentative method of test for water absorption of slate, serial designation D221-27T, 1927.

It is often desirable to gain some idea of the porosity of a material

in question. Actual determinations of the pore space require the use of rather elaborate and refined equipment as well as considerable

precision in carrying out the tests. For comparative purposes the absorption test affords a simple and sufficiently accurate means of obtaining the desired information. As applied to slate this test re194
STONE, SAND, AND CEMENTITIOUS MATERIALS 511.50

quires somewhat more care and precision than many other materials because of its dense nature, and consequently the small quantities

to be dealt with. Furthermore, the cleavage of slate—that property which permits it to be split into thin sheets of uniform thickness

must be taken into consideration when this test is made. On this account misleading results are often obtained on cubical specimens due to accidental cleavage cracks in the specimens. The shapes of specimens and larger number of specimens recommended in the follow- ing procedure are intended to eliminate to a large extent the inconsist- ent results which may be obtained on this material. TEST SPECIMENS

1. Each specimen shall be 6 by 6 inches measured

in the direction of cleavage and one-fourth inch in thickness.

2. Preferably the specimens should be split to a

thickness somewhat greater than one-fourth inch sawed into 6-inch squares and finished on the faces and edges with a hone or fine abrasive to plane

surfaces. Where this is not practical the slate may

be split as nearly as possible to the desired thickness,

sawed into 6-inch squares, and tested in this form.5 3. The number of specimens shall depend on the manner of preparation, as follows: Hone finished on faces and edges 6 Cleavage faces and sawed edge 9 PROCEDURE

4. The specimens shall be dried in an oven at a

temperature between 110° and 120° C. for a period

of 24 hours.

5. After drying, the specimens may be cooled in the room for 15 minutes and then weighed. In cases where it is not possible to weigh the specimens immediately upon cooling they shall be placed in a desiccator. The weights shall be determined to the

nearest 0.05 g. 6. After the initial weighing the specimens shall be wholly immersed in water at approximately 20° C.

for 48 hours. At the end of this period all faces and

edges shall be thoroughly wiped off with a dry cloth, and the specimens immediately weighed to the same

precision as employed for the initial weights.

7. The percentage of absorption shall be calculated from the formula:

, . .. (B-A) 100 Percentage of absorptionTM ^

where A=dry weight of specimen and B=weight of specimen after immersion.

8. In general, the average of all the tests shall be

reported as the absorption of the slate. Individual determinations which differ by more than 25 per cent from the average of all the determinations may

be disregarded when there is evidence that such

results are of uncertain value. The absorption shall then be reported as the average of the remaining

determinations, but all determinations shall be

reported as information. ALTERNATIVE METHOD

Occasionally it is desirable to obtain results in a shorter period than

that required by the above procedure. In such cases the 48-hour immersion period may be supplanted by an 8-hour boiling period. In this procedure the different steps are the same as the foregoing method up to that of immersion. Instead of allowing the specimens

to soak for 48 hours they may be placed in an enameled pan or other

suitable vessel, covered with water, and boiled for eight hours. Before the final weighing the specimens shall be cooled by allowing tap water to flow over them for at least 30 minutes. The computation and reporting of results are as outlined in the above procedure. Eight

hours' boiling has been found to give practically the same saturation

as 48 hours' soaking. American Society for Testing Materials, tentative methods of flexure testing of slate (determination of modulus of rupture and modulus of elasticity) serial designation D222-27T, 1927. Due to the unique properties of slate the flexure test is better adapted to use for strength and elasticity determinations than either

s In testing slate shingles which have sheared edges this type of specimen can be readily cut from the shingle with a hack saw of the type in which the blade can be set at right angles to the frame.

compression or tension tests. Furthermore, several uses of slate are such that these determinations are of special interest and value,

besides furnishing comparative data. The property of slate termed "grain" causes a slab of the material

to break transversely in one direction somewhat more readily than

at right angles to this direction. For this reason it is desirable to

test the strength and elasticity both parallel and perpendicular to the grain. In the quarrying of slate, blasting is frequently resorted to, and

for this reason certain portions of the material may have been unduly

strained. Low or erratic strength results on some of the test speci- mens should be regarded in the light of defective material.

It is sometimes desirable to determine the modulus of rupture and

modulus of elasticity of slate in one operation. The shape of speci- mens recommended for modulus of rupture under method A is not

well adapted to elasticity measurements. However, a shape may be

chosen which is adapted to both tests. That recommended under method B will be found more convenient for use on roofing slates.

A. MODULUS OF RUPTURE

TEST SPECIMENS

1. Six representative specimens, 12 by 1% by 1 inch in size, of the particular slate under consideration shall be submitted for this test.

2. The slate for test shall have been split to a

thickness of approximately l}i inches and then

A, B = Cast Iron Wedges. C,D= Cold-Rolled Steel. Figure 78.

Knife-edge

sawed into strips 12 inches in length by V?{ inches in

width. Half of these shall be cut with the length

parallel to the grain and the other half with the

length perpendicular to the grain. The 12 by 1)4 inch faces shall then be planed to smooth surfaces and rubbed down to a thickness of approximately 1 inch, care being taken to have the finished faces as

nearly parallel as practical. Note.—The shapes of specimens recommended for modulus of rupture and elasticity tests were determined partly by consideration

of the proportions best adapted to the respective tests and partly on

account of the convenience of preparing them from stock material. The small sizes recommended were first for economy of material, and,

second, to permit the use of lighter testing equipment. Where only

the large machines are available it is desirable, in order to obtain consistent results, to use larger specimens. In such cases approximately

the same proportionate dimensions should be adhered to for the

respective tests. PROCEDURE

3. Before testing, the specimens shall be dried in an oven at a temperature of 110° to 120° C. for 24

hours.

4. The thickness and the width of the specimen

at the middle shall be measured to the nearest 0.01

inch.

5. The testing machine shall be sensitive to 5 pounds when loaded to 500 pounds. The specimen

shall be supported flatwise on knife-edges of the type

shown in Figure 78, spaced 10 inches on centers. The load shall be applied by a third knife-edge at the middle of the span. The rate of loading shall be

approximately 100 pounds per minute. The breaking load shall be recorded to the nearest 5 pounds.

6. The modulus of rupture shall be calculated from the formula: p _ 3 wl K

2 6d 2

195
511.50 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

where w = breaking load in pounds, 1 =length of span

in inches, 6 = width of specimen in inches, and d=

thickness of specimen in inches.

7. The average value of the three specimens cut

parallel to the grain shall be reported as the modulus

of rupture parallel to the grain, and the average

value of the other three, as the modulus of rupture

perpendicular to the grain. In case any specimen

shows a value 25 per cent lower than the average of

its group, it shall be examined for defects, and if the low value appears to be due to an imperfection the average of the other two shall be reported as the modulus of rupture of the group. All determinations shall be reported as information.

Note.—The following method of marking the specimens before

testing is recommended: By means of a try-square the middle section and tyro end sections, 5 inches distant from the center, may be circumscribed. These marks serve as a guide to the operator in properly centering and

aligning the specimen in the testing machine.

B. MODULUS OF RUPTURE AND MODULUS OF

ELASTICITY

TEST SPECIMENS

8. The specimens shall be 12 by 4 inches in the

direction of cleavage and % inch in thickness.

9. The slate should preferably be split to a thick- ness somewhat greater than % inch and sawed into specimens 12 by 4 inches. These should be finished on the faces with a hone or fine abrasive to plane

parallel surfaces. Where this is not practical the

slate may be split to as near the desired thickness as

possible, and the specimens sawed therefrom.6 Onehalf the specimens from each sample shall be cut with

the length parallel to the grain and the other half with the length perpendicular to the grain.

10. The number of specimens shall depend on the method of preparation as foUows:

Hone-finished faces and edges, 3 each way of grain. Cleavage faces and sawed edges, 4 each way of grain. PROCEDURE

11. The specimens shall be dried, measured, and

placed in a testing machine of the same type as described in method A, on modulus of rupture. A

deflectometer, capable of measuring accurately to 0.001 inch, shall be used to indicate the deflections at the center of the span. The load shall then be

applied at the rate of about 100 pounds per minute

and deflection readings recorded for each 50-pound

increment.7 The load w at which the specimens

break shall be recorded to the nearest 5 pounds.

12. The modulus of rupture R, shall be calculated from the breaking load w from the formula: a 2 bd 2 where the symbols have the same meaning as in method A. The load-deflection readings shall be plotted on

cross-section paper to a convenient scale and a

straight line drawn to represent as nearly as possible

6 In testing slate shingles which have sheared edges, this type of specimen can be readily cut from the shingle with a hack saw of the type in which the blade can be set at right angles to the frame.

' It is not ordinarily satisfactory to set the deflectometer to zero when there is no load on the specimen. The best practice is to put a small initial load on the specimen, as 10 pounds and set the deflector to zero for this load. Since it is only the slope of the stress-strain curve that is desired, this initial load does not affect the final result. I

the average of the points plotted.8 If this line does not pass through the zero point a corrected line shall be drawn through the zero point parallel to stress- strain curve. The modulus of elasticity shall be

computed from the coordinates of some convenient

point on the corrected curve from the formula:

* 46Ad3 where w' =the load ordinate of this point, A= defor- mation ordinate of same, Z.=the length of span in inches, 6 =the width of the specimen in inches, and

d=thickness of the specimen in inches.

13. In general, the average of results obtained for specimens prepared with the length parallel to the

grain shall be reported as the modulus of rupture

and modulus of elasticity parallel to the grain.

Likewise the average results obtained on the speci- mens cut with the length perpendicular to the grain

shall be reported as the modulus of rupture and the modulus of elasticity perpendicular to the grain. In case an individual determination differs by more

than 25 per cent from the average of its group it may

be disregarded in computing the average if there is evidence that the determination was of uncertain

value, but all determinations shall be reported as information. American Society for Testing Materials, standard

definition of the term slate, serial designation

D247-27, 1927.

Slate.—A microgranular crystallin stone derived

from argillaceous sediments by regional metamorphism, and characterized by a perfect cleavage

entirely independent of original bedding, which

cleavage has been induced by pressure within the

earth. Note 1.—The essential mineral constituents are white mica

(chiefly sericite) and quartz. Prominent accessory constituents are black mica (biotite), chlorite, and hematite. Minor accessory constituents are carbonates, magnetite, apatite clay, andalusite,

barite, rutile, purite, graphite, feldspar, zircon, tourmaline, and

carbonaceous matter. Note 2.—Igneous slates because of their rare occurrence and in- significant commercial importance are not covered in this definition. Federal Specifications Board, specification No.

448, United States Government master specifica- tion for plumbing fixtures, November 22, 1926. (The specification is published in full as Bureau

of Standards Circular No. 310, and gives general

and detail requirements for 22 plumbing fixture items, including slate for use in plumbing, general

requirements for which are as follows:) Slate shall be sound, hard, nonabsorbent, the exposed surfaces finished a smooth sand-ribbed

finish, with exposed edges rubbed smooth. The

slabs shall be of full thickness called for, with true

surfaces and edges, and free from defects in manufacture, and the abutting edges shall be close

jointed. Commercial ribbon stock slate meeting

the above requirements will be acceptable.

511.51 Blackboard Slate. United States Department of Commerce, Bureau

of Standards, Simplified Practice Recommendation

No. 15, for blackboard slate, July 1, 1924. In accordance with unanimous action of a joint conference of representatives of producers, distrib- utors, and users of blackboard slate, the United

States Department of Commerce, through the Bureau of Standards, recommends that recognized

sizes be reduced to the following:

> Slate does not ordinarily show a yield point in the stress-strain curve.

196
STONE, SAND, AND CEMENTITIOUS MATERIALS 511.52

Dimensions of blackboard slabs

Heights of slabs 1

Number of slabs to be used in wall spaces

Maxi- mum

number of slabsLength of wall space

3 feet, 3 feet 6 inches, or 4 feet. Do..

1

2

3

4

5

6

Up to 5 feet. Over 5 feet but not exceeding 9 feet. Over 9 feet but not exceeding 13 feet 6 inches. Over 13 feet 6 inches but not ex- ceeding 18 feet. Over 18 feet but not exceeding 22

feet 6 inches. Over 22 feet 6 inches but not ex- ceeding 27 feet.

DoDo

DoDo

i The majority of locations for slate blackboards and the regula- tions of some State or municipal boards of education require slab heights of 3 feet 6 inches and 4 feet. The 3-foot height is included in this recommendation for the purpose cf filling a need when the use of the other two heights would prove impracticable.

Location of slab joints in covering wall spaces

Number of slabs Location of slab joints

2 At or near 1 the middle of the space. At or near one-third of the space. At or near one-fourth of the space. At or near one-fifth of the space. At or near one-sixth of the space.

3

4

56

1 By "at or near" is meant that any slab may be used which places the joint within 3 inches in either direction of what would be exact spacing of the units stated.

In order to utilize available blackboard slate to the fullest possible extent, the National Slate Association recommends that architects, school authorities, contractors, and others adopt the growing practice of specifring "sufficient blackboard slate to fill the lengths of wall spaces," and avoid calling for individual sizes of slabs. This will make it possible to place orders in advance and to prevent delays in waiting for final measurements. Such practice will make it unnecessary for quarries to wait for an exact number of equal-length slabs, or those which would

place all joints within 3 inches (in either direction)

of what w

_ ould be exact spacing. The number of

slabs, however, should not exceed the maximum

number shown in this simplified practice recommendation. PORTABLE, OR SMALL BLACKBOARDS—BULLETIN BOARDS

Dimensions 1 of clear writing surface

Inches Inches

10 by 12 18 by 24

12 by 18 20 by 30

14 by 14 24 by 36

14 by 16 27 by 40

14 by 20 36 by 48

16 by 16 42 by 60 18 by 18 48 by 72

1 When ordering slate slabs that are to be set into frames, due

allowance must be made for the margin that will be covered by the

frames, in order to provide clear writing surfaces of the abovespecified dimensions. When ordering slabs for wall mountings, the dimensions of both slate and frame must be considered.

SCHOOL SLATES, KITCHEN SLATES, SCORE-CARD SLATES, AND

MEMORANDUM SLATES Dimensions 1 of clear writing surface

Inches Inches

4 by 6 5 by 7 6bv8

6 by 9

7 by 10

7 by 11 8 by 12

9 by 13

i When ordering slate slabs that are to be set into frames, due

allowance must be made for the margin that will be covered by the

frames, in order to provide clear writing surfaces of the above-specified dimensions. When ordering slabs for wall mountings, the dimensions of both slate and frame must be considered.

Thickness.—The thickness of all finished black- boards shall be not less than one-fourth inch or more than three-eighth inch. Since it is not a

simple matter to precisely control uniformity in the

splitting of this natural rock, a maximum deviation

of one-sixteenth inch from the standard limits is permissible when an average thickness of at least one-fourth inch is maintained.

Finish.—The writing face of each blackboard

shall be finished to a true, even, uniform, and finely

smoothed surface. Upon request of the slate interests in the State of Maine, notice is called to the fact that Maine slate for blackboard purposes is limited, and for that reason blackboards of the heights specified in this recommendation may be furnished in lengths 3 feet or more, at the option of the manufacturer.

Note.—United States Department of Commerce, Bureau of Standards, simplified practice recommendation 75 (see 545.9, p. 645) recommends dimensions for composition blackboard. 511.52 Building Slate. (See also 505.16.)

American Railway Engineering Association, specifications for buildings for railway purposes, section 10-C, slate roofing, 1927.

1. GENERAL

The contractor shall furnish all labor, tools, material, equipment, and everything necessary to

entirely complete the slate roofing shown on the

drawings, together with all slate covering on sides of dormers and other vertical surfaces where so

indicated.

2. MATERIALS

(a) Slate.—The slate shall be No.—,. They shall be —inches by —inches in size, — inches

thick, and — in color. All slate shall be hard, dense, sound rock, machine

punched for two nails each, for nailing above top

edge of second course below. Exposed corners shall be practically full. No

broken corners on covered ends, which sacrifice nailing strength or the laying of a water-tight roof

will be allowed. No broken or cracked slates shall be used. Samples of slate shall be submitted for approval before ordering, and all slate shall conform

with the approved samples.

(6) Roofing felt.—The felt to be used with slate roofs shall be asphalt saturated rag felt, weighing

not less than 14 pounds per 108 square feet. It

shall be sufficiently pliable to meet the requirements

of application, and samples taken 5 feet from the

197
511.52 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

outside ends of the rolls shall bend flat without

cracking through 180° at a temperature of 60°.

(c) Nails.—All nails shall be large-headed solid copper or yellow metal slaters' nails, l}i inches for slates 18 inches or less in length and V/i inches for

slates longer than 18 inches.

3. APPLICATION

The roof deck shall be clean, smooth, thoroughly

dry and free from projections which would injure

Hips shall have a concealed sheet-metal flashing

laid with each slate. Slate at valleys and hips shall be laid in elastic cement of the same color as the

slate. Slate overlapping sheet-metal shall have the nails so placed as to avoid puncturing the sheet metal.

All valleys, roof edges, and hips shall be carefully

fitted and lined. Slate shall be carefully fitted to all wall flashings and at ridges to receive ridge roll or

cresting. Small pieces of slate at valleys and hips

will not be allowed. Slate should project 1 inch

Tfl/oster

fb& CoHC.fi.oo/? &8*5£. fd£7£j?&izzor2oo.'?8;dAs£

Sco/e/£=/'o"

/~75pof^/ore afreer -j

//tfGe/s//-on Pipe f.7hs<o<S Dtorn J

' j=ta»; •

Pi/here 7on/hs not uisecf, s/crfe a/- rear may £>e reduced So ^ome AcgnV- os s/o/e o/ JxJas .

A/'ofa -

P'pePbrAno, fipe tegs, Pipe

F-/Anos, S'ote C//ps and

ConnectionstoSe ga/i/on/^ed iron un/ess oAenv/sed a>//ed tbr Pror/de ond' /'nsta/t one

n/ck/eptated£u£>sron/to/ jooper- no/der- /or each sJo/t P$~o*'de one/ /'nsAo/fone Coat rtootr

At/ state usedin sAo// construction Jo oe Stock

r/o6>or> s/ote

=A£jLAs=

•

Forvse'nSncpondi&rd ^vVP/Cn\L Pt UMSlNQ FlXTU&SS ^-

jStortArZoof***/- —^ClosetStall No. 1^

r,aJSeS ^3LATE TVP>E rV/THOUT POOP'S

Figure 79

the roof covering. The roofing felt shall be laid smoothly, without wrinkles or buckles, and finished surfaces shall be free from cracks and bubbles. Before applying the roofing felt, all loose knots and other flaws shall be removed, and knot holes and large cracks shall be covered with tin or other

sheet metal, nailed in place.

The roofing felt shall first be applied to the roof sheathing, starting at the eaves. All joints shall be lapped 2 inches, and the felt shall be securely tacked

to the sheathing.

The slate shall be laid in horizontal courses, with

3-inch head lap over the second course below and

each course shall break joints with the preceding

one. Each slate shall be fastened with two nails, driven so that the next course will not ride the nail heads. Slates at eaves or cornice line shall be doubled and canted one-fourth inch by a wooden

cant strip,

over edge at gable ends or eaves where gutter is omitted. Under eaves and top courses shall be of same width

and with grain of slate vertical. No stretchers or

slate with grain running horizontal will be permitted.

Slate shall be neatly fitted around all pipes, ventilators, etc. Hips, ridges, and valleys shall be built

as called for on the drawings.

The slating contractor shall build in and place all flashing pieces furnished by the sheet-metal contractor and cooperate with him in doing the work of

flashing.

On completion, all slate must be sound, whole,

and clean, and the roof shall be water-tight.

4. SHEET- METAL WOKK

Flashings and other sheet-metal work in connection with the slate roofing shall be furnished and

198
STONE, SAND, AND CEMENTITIOUS MATERIALS 511.52

installed in accordance with the specifications for sheet-metal work of the American Railway Engineering Association.

5. GUARANTY

Upon completion of the work the contractor shall furnish a written guaranty covering the maintenance

of the slate roofing in a water-tight condition for a

The general conditions as given in 518.50, p. 416,

shall be considered to apply to the above

specifications.

American Railway Engineering Association, specifications for buildings for railway purposes. PLUMBING (1926)

(This specification includes requirements for the

installation of plumbing fixtures and typical types

7ap ofSbfe gt-reor Q_

(Vnere Tanks are nof usee/

Stcrts ofrsor moybe recfuceef

to samehelghras Stateof SK&S.

~ Sea' e . 'z ^7-7?"

for ass /n OfFee Bf'klings Cncf fmportonf^/bt/Ons

^ » ^W/cofiha Door 8olf — % Door^tr.ke.

t Coot/took.

flop? &. 3*S£ F\COQB

Wall §Sgrg

A/ fs

Scot?

G//Stafe< used' mstot/ cons/rvcAon -fa btacM ribbon s&>fe>. Pipe raiting, pipe tegs, pipe fittings, Store Ct/ps one/ Connections -to Se cpots.iran confess otherwise Co/tcet'rbiz firovtcte onctihshstt one nic&etp.'ofect ScJbstonf/ot poper hota'sr- ——A.Q.E.A r-—

^/y/otc^L. Plumb.'a/g rvxrt//?£S^—

*CLOS£TSmu./Vo. 2^—

Figure 80

period of one year from date of acceptance, replacing

or repairing any broken slates or leaks, promptly as

notified, until the end of the guaranty period.

6. GENERAL CONDITIONS

All materials entering into the work and all methods used by the contractor shall be subject to the approval of the engineer, and no part of the work -will be considered as finally accepted until all of the work is completed and accepted.

for guidance in use of plumbing specifications,

including slate tvpe closet stalls, as shown in figs. 79 and 80.) Asphalt Shingle and Roofing Institute, granular

metric specifications for slates. The granules desired shall be produced from a

natural nonfading slate; are to be as free from dust

as possible; to all pass an S-mesh screen; be retained on a 35-mesh screen; and, in addition, shall grade

within the following percentage limits when tested

100925°—30 14 199
511.52 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

by means of standard Tyler screens at destination:

Red slate Green slate Blue-black

slate

Passing Go-mesh screen (maxi- mum 0.5 0.5 0.5 Passing 35-mesh screen (less than) 2.0 2.0 2.5 Retained on 35-mesh screen... 5. 0-13. 5. 0-13. 1. 2-12. Retained on 28-mesh screen... 10. 0-25. 10. 0-25. 9. 0-20. Retained on 20-mesh screen... 28. 0-40. 28. 0-40. 25. 0-38. Retained on 14-mesh screen... 25. 0-40. 25. 0-40. 25. 0-40. Retained on 10-mesh screen. .. .0-5.0 .0-5.0 5. 0-15. Retained on 8-mesh screen

National Slate Association, specifications for slate

floors, terraces, and walks, 1925. See 518.56, page 425.

Note.—In this specification, the association indorses the same

color nomenclatures for slates as is contained in United States

NOT£: The Supports Shown are for illustra- tion on/yFigure 81.

Slate laundry tubs—with or with- out integral backs. (See Table 1) Department of Commerce Division of Simplified Practice Recommendation No. 14, page 203. National Slate Association, slate roofs, 1926. See 518.57, page 430. Pennsylvania Slate Institute, standard for roofing

slate, 1929. (The requirements of the above-entitled standard,

as set out in a certificate-guaranty carrying the name of the Pennsylvania Institute, are as follows:) Modulus of rupture.—Over 7,000 pounds per square inch. (A. S. T. M. D222-27T; see 511.50,

p. 195.) Porosity.—Not less than one half of one per cent, A. S. T. M. D221. (See 511.50, p. 194.) Free from longitudinal curvature to the extent of

less than one-fourth of an inch variation in 16-inch

slates or three-eighths of an inch in 24-inch slates. Of a thickness to average 22 to 24 inches to the hundred slate. United States Department of Commerce, Simplified Practice Recommendation No. 13, structural

slate (for plumbing and sanitary purposes), 1928. In accordance with the unanimous action of a

general conference of representative manufacturers,

distributors, and users of structural slate, the indus- try has adopted, and approved for promulgation by

the United States Department of Commerce, a

simplified practice recommendation establishing the

following schedule of dimensions, sizes, and nomenclature of structural slate for plumbing and sanitary purposes

:

Table 1.-

Slate laundry tubs—with or without

integral backs. (See fig. 81)

Number of equal-sized compartments

A B C D

Compartment width Length Inside depth

Slate thick- ness

Inches Inches Inches Inches

1 2i 24, 30, and 36 12 or 14 m 2 24 48, 54, and 00 12 or 14 1M

3 24 72, 78, and 84 12 or 14 1M

Table 2.Sink and 1-tub combination—with integral

back. (See fig. 82)

Sink dimensions Tub dimensions

Over-all dimensions

Slate thick- ness

A B C D E F G

Out- n

side width

Outside

length

Inside depth

Outside width

Outside length

Inside depthOutside

length

Inches

24

24

24

Inches 25M 31M

37}£

Inches

8

8

8

Inches

24

24

24

Inches 24

24

24

Inches

12 or 14

12 or 14

12 or 14

Inches

48

5460

Inches 1MVA

VA.

Table 3.Sink and 2-tub combination—with integral back

Sink dimensions Tub dimensions

Over-all dimensions

Slate thick- ness Outside width

Outside

length

Inside depth

Outside width

Overall length (two

tubs)

Inside depthOutside

length

Inches

2424

24

2424

Inches 20H

32^

32}^

3SV2 3sy2

Inches

8

8

8

8

8

Inches

24

24

24

24

24

Inches

48

48

5448

54

Inches

12 or 14

12 or 14

12 or 14 12 or 14 12 or 14

Inches

72

78

84

8490

Inches 1HM

m

The outside length of the sink is determined by

subtracting the outside length of the tub as given

(and which is kept as a basic standard throughout)

from the over-all length and adding the thickness

of the partition (Table 2), or the thicknesses of the two partitions (Table 3). It should be noted in Tables 2 and 3 that the overall dimension is for the outside of the tub and sink combined. Some manufacturers extend the front, bottom, and back beyond the over-all length given

here. The amount of this extension should be

ascertained and taken into consideration when order- ing this combination to fill a definite space.

200
STONE, SAND, AND CEMENTTTIOTJS MATERIALS 511.52

Table 4.Sinks—with or without integral backs. (See fig. 83)

A B C

Style of front

XJ

\J \ CI all width

Over-all length

Inside depth

Slate thick- ness

Inches Inches Inches Inches

12 18 6 Straight or sloping.

.

IX

18 24 6 do VX

20 30 6 do M 20 36 6 do__ 22 30 6 do

22 36 6 do m 22 42 6 do

24 30 6 do

24 36 6 do

24 48 6 do VX

Table 5.

Sinks 1—with or without integral backs—

with one or two drain boards. (See fig. 84)

A B C D £ F

Over-all width

Over-all length

Inside depth

One drain board 2 on

right or

left (over- alllength)

Two

drain boards 1 (over-all length)Slate thick- ness

Inches

12

18

2020

22

Inches

182430

36

30

Inches 6

6

66

6

Inches 42

48

5460

54

Inches

5460

66

72

66

Inches ix

vxIXIX

2222

24

24

24

364230

36

48

66

6

6

6

60

5654

60

72

72

78

6672

84

IX

IXmIXIX

1 Extra apron, or ends, to be 1 inch in thickness—other sizes to fit.

2 Regular type drain board, countersunk and grooved, or counter- sunk only. The regular type of top, grooved and counter- sunk (or countersunk only), surrounds the sink with an integral slate rim. The over-all dimensions of the top depend upon the size of sink opening

and on whether there is a single or double drain board. The width of the top must be sufficient to provide a 2}2-inch slate rim at both the back

and the front of the sink opening. The over-all length of top, with single drain board end must

provide 2J4 inches of slate on remaining three

sides of sink. Single drain boards, measuring

from sink opening, should be 24 inches in length

and double drain boards 18 inches in length. Slate tops can also be furnished with separate aprons or separate backs. Table 6.

Slate sink tops only. (See fig. 85)

A B C

Width of Length of Thickness

tops tops of slate

Inches Inches Inches

18 to 22 Up to 78 IX

24 to 30 Above 78

Table 7.

Slop hoppers—with or without integral backs

Over-all widthOver-all length Inside depth Style of front Slate thickness

Inches

24

2424

Inches

24

30

36

Inches

12 or 14 12 or 14 12 or 14Sloping dodo _

Inches Mm

Table 8.Shower stalls. (See fig. 86)

Thickness of slate A B C

Slab height D E F G H I

tall idth tall epth acks c

a

arti- ons

urbs

tiles |

loor abs 1

m P tC3 pq r_> CO

Ft. in. Ft. in. In. In. In. In. In. In.

6 feet 6 inches and 5 feet 6 (3 3 inches when on stand- h 3 6 }' 1 1 IK M 2

ards. 13 6 3 6

Where one floor drain serves several showers, the

partitions are 5 feet 6 inches high and are supported

by legs 1 foot in length. Floor slabs 2 inches thick, sloping to drain outlet

in center. In types where slate dressing rooms are placed in front of shower stalls separate slabs are extended to

line with partitions and ends, forming compartments

6 inches less in depth than shower stalls. Shower

stalls are moved to front of dressing compartments

and 14-inch covering separations are placed between

them and stalls from top of curbs to top of shower

stalls. A 14-inch diagonal slate seat is fastened to wing and end, or partition.

Table 9.

Toilet inclosures

Slab height

Backs and ends 6 and 7 feet; partitions 5 and 6 feet.

Ft. in. 2 6

2 8

2 10

3

"w h a

Ft. in. 3 6

4and

4 6

Thickness of slate

CJ2 O cS

In. IK

Table 10.

Urinals. (See fig. 87)

With partitions

Height

Ft. in.

3 6 4

4 6

5

Width

Ft. in.

1 8

1 8 2

2

Depth

inside

Ft. in.

Without partitions

Height

Ft. in.

4and

4 6

Width

inside

Ft. in. 24

6

10

Inside depth

of ends

Ft. in.

Thickness of slate

Backs

Inch

Ends

Inch

Parti- tions

Inch

201
511.52 STANDAEDS AND SPECIFICATIONS FOR NONME TALLIC MINERALS

The top front edges of all urinal stall partitions

and ends are to be rounded to a 6-inch radius or cut to a slope 6 inches back and 12 inches down.

A corneT urinal stall is made by forming an angle

with two slate ends and setting the same snugly

into the corner of the wall, upon a countersunk

NOTE: The supports shown are for illustration only.

SSCTIONX-X SECT/ONZ-Z

(Thru Sink)

Figure 82.

Sink and 1-tub combinationject/on r-r

(Thru Tub)

with integral back. (See Table 2) Backs that measure from 6 to 9 feet in length may

be made up of two pieces, while those measuring

over 9 feet in length may be made up of three pieces.

floor slab V/% inches in thickness to the outer edge

of backs. The angle is formed by placing a 21 or a 24 inch slate end against a 22 or a 25 inch slate

PLAN (S/op/ng frcrrf) PLAN(Sfrati/?f front)

SfCT/OAlX-X SECTION Y-Y

Figure 83.

Sinks with or without integral backs. (See Table 4)

Gutters (where used) are hoUowed out of solid slate and two or more pieces may be used in constructing

total lengths of 6 and 9 feet. Floor slabs are 1^ or 2 inches in thickness and

should line up with face of ends.

end, so that the outside face of the former is in

line with the thickness of the latter. The 4 or 7 inch spaces to be covered at top with

1-inch slate, to fit. The exposed ends to be covered by increasing the depth of the end slabs. For

202
STONE, SAND, AND CEMENTITIOUS MATERIALS 511.52

the back-to-back type, the end slabs to be made in one piece for the purpose of covering both sets of

stalls and the vent spaces.

All partitions (see Tables 8, 9, and 10) and ends

are placed against backs so that the depth of stall or inclosure and the inside dimension of the same

Floor slabs with plain or beveled edges, flat or countersunk surfaces, are made in sizes to fit the above standard. The size and location of all pipe

openings should be mentioned in all specifications. Unless otherwise specified, all exposed surfaces of

slate, including both sides of all end and partition

PLAN(One drain-board) ZrSECTIONK-K

PLfiN(Two drain-boards)

SECTION Y-Y

NOW Drain-boards fyr both types counfer- sunk only, of

Counter-sunkandgnoot<ed

SECTION Z-Z

Figure 84.

Sinks, with or without integral backs, with one or two drain

boards. (See Table 5)

are identical. But for batteries of two or more the widths of all except the end stalls or inclosures are taken as being the distance between the center

lines of the partitions. In order that all back slabs may be of the same dimensions, the width of the end stalls or inclosures is the distance between the

center line of the partition and the outside face of

slabs (whether against the wall or not) , are to be

furnished with the standard sand-rubbed finish. It is recommended that hone finish be specified

for work in connection with urinals. It is believed that the above sizes of slate will contribute to the convenience of architects and

builders in preparing plans and specifications and

PLAN (Single dra/h board)

m

PLAN (Ooable drain board)

£ND VIEW

Figttke 85.Slate sink tops only.

SECTION K-K

(See Table 6)

the end slabs. Vent spaces 7 inches in width to be provided.

Working spaces 18 inches wide are covered and

closed with slate 1 inch in thickness at free standing

ends. In back-to-back batteries, working space is 30

inches, and where neither vent nor working space

is required one back slab is sufficient.

will be helpful to owners and buyers in buying

units of slate. This recommendation is effective from February

1, 1928, subject to annual revision by a standing

committee of the industry.

United States Department of Commerce, Bureau

of Standards, Simplified Practice Recommendation

No. 14, for roofing slate, February, 1928.

203
511.52 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

In accordance with., unanimous action of a general conference of representative manufacturers, _ dis- tributors, and users of roofing slate and of a revision conference, the industry has adopted and approved

for promulgation by the United States Department

of Commerce a simplified practice recommendation

establishing the following schedule of stock sizes and

dimensions:

Table 1.

Dimensions of slate shingles for sloping

roofs; minimum to a square

(Each size split 1 to thickness ot Me, U, %, Vi, 3i, 1, 1H, 1M, M, and

2 inches 2)

Face dimensions,

in inches 3

10 by 6_ 10 by 7. 10 by 8- 12 by 6. 12 by 7. 12 by 8_ 12 by 9. 12 by 10 14 by 7_ 14 by 8_ 14 by 9_ 14 by 10 14 by 12

16 by 8_ 15 by 9_

Minimum

number to square

(3-inch lap)

515 533

457 400

355

320

374

327

290

261 218

277

246

Face dimenstions,

in inches 3

16 by 10

16 by 12

18 by 9.

18 by 10

18 by 11

18 by 12

20 by 10 20 by 11 20 by 12 20 by 14

22 by 11 22 by 12 22 by 14 24 by 12 24 by 14

Minimum

number to square

(3-inch lap)

221

185 213

192

175

160

169 154 114

121 138

126

109

115

1 The art of splitting slate blocks consists in progressively reducing

resultant halves until the desired roofing slate thickness has been

reached or approximated. This hand-wrought characteristic appeals

to architects and owners. It is not a simple matter to precisely control the splitting of this natural rock, not can a uniformity of thick- ness throughout be assured. The recommended range of thicknesses

to be aimed at by operative splitters will meet all normal require- ments and will insure the maximum of economy in the utilization of the many sizes of quarried blocks.

2 It is customary to regard a thickness falling between two standard

thicknesses as a "special," and it is the practice to base the price of the "special" upon the greater of the two standard thicknesses.

3 For thicknesses one-half inch and more it is not generally considered practicable to use lengt hs that are less than 16 inches, although

for roofs of special treatment it may be done in small quantities. In

carrying out a desired design on special roofs it is sometimes necessary

to make shingles longer than 24 inches, in which case the thicker

slates are used. Note.—Where large quantities of thick slates are required of the

shortest practical length one or more of the next longer slates should be permitted for most economical utilization of material from the

quarry. Table 2.

Dimensions of slate shingles for flat roofs

(Each size split to following thicknesses: For ordinary service, Me

inch; for promenade and extraordinary service, K inch and % inch)

Face dimensions, in inches

6 by 6

6 by 8

6 by 9

10 by 6 10 by 7

10 by 8

12 by 6

12 by 7 12 by 8

SIZES OF SIATE FOR MISCELLANEOUS PURPOSES

It is recommended that smaller slate, such as 12

or 14 inch lengths, be used in covering pents, porch,

and dormer roofs and sides, and garage or other low- roofed buildings. This practice is also recommended

even in situations where the main roof is of larger

slate. Owing to the fact that certain sizes of slate may be more available than the size called for in the speci- fication or order, it is recommended that architects,

builders, engineers, and contractors provide for alternate selection on usual slate-roofing installations In this connection particular attention is also called to the increasing use of random widths of the desired

lengths, and to the fact that architects are adopting

this practice wherever possible. While slate is plentiful, such practices will bring about the elimination

of waste of an important natural resource and will obviate the necessity of waiting for specified sizes while an accumulated finished stock of other usable

sizes is available and accessible. NAIL HOLES

The standard practice is to punch two nail holes

in all slates. COLOR NOMENCLATURE

For the purpose of utilizing the basic natural

colors of roofing slate available in large quantities for general usage, it is recommended that the

following color nomenclature be used by architects, contractors, engineers, and others in their

specifications.

Black. Blue black. Blue gray.Gray.

Green.

Purple.

Purple variegated. Mottled purple and green. Red. These color designations shall be preceded by the word "unfading" or "weathering," according to the

ultimate color effect that may be desired. For roofs of special treatment certain quarries

supply colors and combinations of colors other than those mentioned in the above list and these should be regarded as "specials."

DIMENSION NOMENCLATURE

Commercial standard thickness (that is, average or

basic).—The terms "%6-inch slate," "full %6-inch

slate," or "not less than jK 6-inch slate" indicate a

desire for a hand-picked selection, regardless of the added labor and cost. "Commercial standard"

is the quarry run of production, and shows tolerable variations above or below 3/{ 6 inch. For the thicker

slates, however, reasonable plus tolerances only are

permissible; thus, a %-inch slate must be a full }i inch or thicker. A square of roofing slate.—A square of roofing slate means a sufficient number of slate shingles of any

size to cover 100 square feet of plain roofing surface when laid with approved or customary standard lap

of 3 inches. Slates for surfacing flat roofs are usually laid tile fashion, without lap, in which case a

square of slate would cover an area greater than 100

square feet. Estimates.—For the purpose of figuring roofing surface it is the practice to add to the net surface of the roof one additional square foot for each linear foot of hips and valleys for loss in cutting and fitting. To provide for this and other details, the practice is to add from 5 to 10 per cent to the net roofing surface when estimating the total quantity of slate for any

roof. 511.53 Slate for Electrical Purposes.

American Society for Testing Materials, tentative method of test for determining the insulating

qualities of slate, serial designation D273-27T, 1927. When it is desired to select slate for specific applications or when a

routine factory or shop test is desired, either method (a) or (6) may

be used, the testing applied before the slate is drilled. These tests are of high sensitivity and are applicable to laboratory or routine

testing at the plant using the slate for electrical purposes.

204
STONE, SAND, AND CEMENTITIOUS MATERIALS 511.53

FACTORY OR LABORATORY TEST 9 METHOD A

1. Method (a) covers the determination of the impedance leakage current flowing in the high-volt- age winding of the transformer by means of an ammeter in the low-voltage winding.

2. The apparatus shall consist of the following:

(a) Transformer.—A standard 10,000-volt port- able testing transformer of 5 kva. rating.

(b) Ammeter.—An ammeter having a full scale reading of 5 amperes.

(c) Current source.—A source of 115 to 125 volt alternating current having a frequency of from 25

to 60 cycles and preferably of approximately sine- wave form.

(d) Electrodes.—Two electrodes of 4/0 copper wire with rounded ends and provided with suitable insulation for the protection of the operator.

(£>) The slate shall be stood on edge on a sheet of metal. One electrode shall be placed in contact with

the metal sheet and the other electrode moved over

the surfaces and edges of the slate.

(c) The slate shall be laid on a sheet of metal with

the surface making good contact. One electrode

shall be placed in contact with the metal sheet and

the other electrode moved over the upper surface of the slate. METHOD B

6. Method (6) covers the determination of the impedance leakage current flowing in the highvoltage winding of the transformer or the specific

ohmic impedance of the slate by reading two

voltmeters in the low-voltage circuit.

7. The apparatus shall be connected as shown

in Figure 88 and shall consist of the following:

(a) Transformer.-—A standard 30 : 1 potential transformer PT of 200 V. A. capacity,

SECTtON X-X 5ECT/0N Y-Y Figure 86.

Shower stalls. (See Table 8)

3. The test specimens may be of any size and shall have all surfaces, including edges, sand rubbed or hone finished.

4. (a) The ammeter shall be connected in series with the low-voltage side of the testing transformer and the exciting current noted. (This should be approximately 3 amperes for 25 cycles and 1 ampere

for 60 cycles.)

(b) The high-voltage side shall be connected for 5,000 volts.

5. The leakage current; that is, the increase in current above the no-load exciting current of the

transformer, shall be noted in the ammeter for the

three following tests:

(a) The surfaces and edges of the slate shall be gone over with the electrodes not less than 2 inches

apart.

8 The A. S. T. M. committee has been at work on the development

of a quarry test, designated to make possible the selection at the guarry of slate suitable for electrical purposes, which it plans to include ultimately with the present methods.

(b) Voltmeter.—Two 150-volt alternating-current voltmeters Vi and F2 - (c) Current source.—A source of 115 to 125 volt alternating current having a frequency of from 25 to 60 cycles and preferably of approximately sine-wave

form.

(d) Electrodes.—Two padded electrodes 4 inches square so arranged as to clamp down and make

intimate contact with directly opposite sides of the

slate and provided with insulated handles for the

protection of the operator.

(e) Rheostat.—A variable rheostat, Rit for controlling the voltage across the voltmeter, V\.

(J) Resistance.—A fixed resistance, R2, of 14 ohms.

8. The test specimens may be of any size or thickness which would be used for electrical purposes. They shall have the face and back sand rubbed or hone finished.

9. The electrodes shall be clamped in place so that they come exactly opposite each other and

exert a considerable pressure so as to reduce the

205
511.53 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

contact resistance between the electrodes and the

slate.

10. (a) With a reading of 110 volts held on volt- meter Vi, the voltage reading on voltmeter V2 , due to the voltage-drop through the fixed resistance, Ri, indicates the insulation value of the slate.

(6) As soon as a reading of voltmeter V2 is obtained the electrodes shall be moved to another

section of the slate. This shall be repeated until the

entire surface of the slate has been covered.

(c) The reading of voltmeter F2 shows great

variation for low values of impedance and very

little variation for high values. Note.—This testing device can be safely used by an unskilled

operator. The control circuit may be such that the placing of the

electrodes on the slate is done by long insulating handles and the

readings of voltmeter V2

. It is necessary to test a

considerable number of samples of slate of different insulation values in order to obtain a satisfactory

calibration curve. Aftei the apparatus is once cal- ibrated a very accurate measurement of the ohmic

impedance of the slate may be obtained. 511.6 SOAPSTONE.

Federal Specifications Board, specification No.

448, United States Government master specifica- tion for plumbing fixtures, November 22, 1926. (The specification is published in full as Bureau of Standards Circular No. 310, and gives general and

detail requirements for 22 plumbing fixture items,

including soapstone for use in plumbing, general

requirements for which are as follows:)

mm?/,

fftONT vim

MM

enp i/im

4-in. or 7-/n. spaceSZCT/O/YX-K

Figure 87.—Urinals. (See Table 10)

primary circuit of the transformer is open when the location of the

electrodes is being changed. As the reading of voltmeter Vi is held

at a constant value, the scale of voltmeter Vi may be marked in red

for voltage values below the point predetermined as acceptable for electrical slate. If the needle is on the red portion of the scale when

any section is being tested the slate shall be rejected. 11. For calibrating, a milliammeter or voltmeter

of high resistance shall be inserted in series with the high voltage side of the transformer and the current flowing through the slate and the voltage across the

slate determined for various values of readings on

voltmeter V2 . The ohmic impedance shall be cal- culated from this data. A calibration curve for the apparatus shall be made by plotting ohmic impedance per square inch of electrode surface against

Soapstone shall be first quality, gray or bluish gray in color, close grained, nonporous, of uniform

density and hardness and free from stratification;

shall have a smooth finish, free from defects, with

surfaces true and abutting edges close jointed.

511.7 ROCK AND STONE FOR ROAD BUILDING.

511.70 General Items.

American Society for Testing Materials, standard

form of specifications for certain commercial grades

of broken stone, serial designation: D35-18.1918.

206
STONE, SAND, AND CEMENTITIOUS MATERIALS 511.71

The broken stone shall consist of one product of the operation of a stone-crushing and screening

plant without recombining or mixing, and shall con- form to the following mechanical analysis, using

laboratory screens:

Passing screen having smallest holes selected.. From., to ..per cent. Passing screen having next to largest holes selected.-. From. _to. .per cent. Passing screen having largest holes selected--. From.. to. .per cent. Total passing screen having largest holes

selected 100 per cent. Example.—The broken stone shall consist of one

product of the operation of a stone-crushing and

screening plant without recombining or mixing, and

shall conform to the following mechanical analysis

using laboratory screens:

Passing J^-inch screen 3 to 10 per cent. Passing 1-inch screen and retained on 34-inch screen 80 to 95 per cent. Passing 134-inch screen and retained on 1-inch screen 2 to 10 per cent. Total passing 134-inch screen 100 per cent. or the analysis may be expressed as follows:

Total passing 34-ineb screen. 3 to 10 per cent. Total passing 1-inch screen 90 to 98 per cent. Total passing 134-inch screen 100 per cent.

III. PERMISSIBLE VARIATIONS IN MECHANICAL

ANALYSIS

4. The designated size for each grade together

with the corresponding maximum permissible

variations in mechanical analyses as determined by

the use of laboratory screens, are given in the follow- ing table: Maximum permissible rangein mechanical analysis for each size

[Percentage by weight passing laboratory screens] Diameter of screen openings (inch)

size (inch) K a H 1 m 2V2

0-34 85-100 0-75

40-80 0-15

0-5

0-5

0-34 95-100 o-K- 95-100

95-100

25-75 — 25-75 Vi-Wi-— 95-100 25-75 95-100 0-15

34-2H 95-100 K-M 0-15 2-5-75 1J4-2J4 95-100 2J4-3J4 1... 0-15 95-100

1 In the case of light or porous slags a 4-inch maximum size may be

specified instead of 3}i inches,

Control

Rheostat.

Permanent

Resistor, 14 Ohms

Source of 40-A.C. Power,

It5 Volts

Potenthi

Transformer,

Patio 30-

1

200 Watts 4 "square Flat

' Electrodes with Round Edges

I

' State under Test

Figtjee 88.Diagram of connections for measuring leakage current through slate

511.71 Stone and Granite Blocks.

American Society for Municipal Improvements,

specifications for stone block pavements, 1927. See 518.36, page 393. (This specification includes requirements for new

granite blocks, resurfacing blocks, new sandstone

blocks, and durax paving blocks.) American Society for Testing Materials, tentative

specifications for commercial sizes of broken stone and broken slag for highway construction, serial designation: D63-23T, 1923.

1. These specifications cover the standard size designations and maximum permissible range in mechanical analyses for nine commercial grades of broken stone and broken slag, when used in the construction of plain or bituminous macadam,

bituminous concrete, sheet asphalt, and cementconcrete roads and pavements.

I. MANUFACTURE

2. The standard sizes herein specified may be

produced from the run of the crusher by means of any screening process in which the factors influencing the efficiency of the screening operation are so adjusted that the designated sizes will conform to the requirements for mechanical analysis specified

in section 4. II. STANDARD SIZES

3. Each of the standard sizes shall be designated

by reference to both the upper and lower nominal

limiting size of the product: Thus, "% to % inch

size" indicating that portion of the product of a

crusher, all of which is nominally between % and

% inch in size.

IV. SIZE OF SAMPLES

5. Samples of broken stone or broken slag which

are to be examined to determine conformity with

these specifications shall weigh at least 50 times the weight of the largest piece therein and be strictly

representative of the product sampled.

EXPLANATORY STATEMENT

The commercial sizes designated in the accompanying proposed specifications provide primarily

for the separation of the run of crusher into five

sizes not including the to }i inch size. Although

the limiting sizes were determined after carefully

considering the size requirements of the various types of roads using broken stone or slag, no definite requirements regarding use have been inserted, as such requirements will be included in specifications

which are to be prepared by A. S. T. M. Committee

D-4. It will be noted that a general tolerance of 15 per cent on the lower limiting size and 5 per cent on the upper limiting size for each grade is specified.

It is felt that this will cover all unavoidable variations in grading of a given designated product.

An intermediate size requirement of from 25 to 75

per cent is also given for the % to % inch and the % to 1J4 inch sizes. It is felt that for the two

larger sizes an intermediate size requirement is not

necessary. For the combination sizes which will ordinarily be used in cement-concrete work, a

lower tolerance of 5 per cent is specified. In Table

1 various uses to which the different grades are adapted are indicated,

207
511.71 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Table 1.

Various uses for which the different of stone are adapted

Designated

size (inches)

Oto K

to lA

k to %—

lMto 2H--

2J^to 3M—

Oto %—

a to in

Kto2y2

Suggested uses

For fine screenings for water-bound macadam.

For fine aggregate for bituminous concrete. For dustless screenings or chips for bituminous mac- adam, or bituminous surface treatment. For coarse chips or 1-inch stone for bituminous mac- adam.

For wearing course, water-bound macadam, or bitu- minous macadam.

For broken-stone base course.

Combination sizes For coarse screenings for water-bound macadam.

For aggregate for reinforced concrete, bituminous concrete, sheet asphalt binder course. For coarse aggregate for cement-concrete roads and

structures.

American Society for Testing Materials, standard

specifications for:

1. Block for granite block pavements, serial des- ignation D59-26, 1926.

2. Block for recut granite block pavements, serial designation D131-23, 1923.

3. Block for durax-granite pavements, serial des- ignation D132-23, 1923. GENERAL REQUIREMENTS

1. The blocks shall be of granite of medium-size

grain, showing an even distribution of constituent

minerals. They shall be of uniform quality and tex- ture throughout, and free from seams or disinte- grated materials. PHYSICAL PROPERTIES AND TESTS

2. The average of three tests on sample blocks

shall conform to the following requirements as to

physicial properties:

Type of blocks

Percentage of wear, maximum

French coefficient of wear, mini- mum

Toughness, minimum

Dimensions: Length on top inches.. Width on top do

Depth do

Granite

No. li No. 22

5.0

8

7

8 to 12 to 4J4 or m to 4% to 5M

Recut

granite

5.0

8

7

6 to 12 33^ to iy2

» i% to SK

Durax

granite

5.0

8

7

3 to 4

3 to 4

1 For heavy traffic.

2 For moderately heavy traffic.

s The depth may be varied by the engineer between 4 and 5 inches, depth of blocks to suit the old material, provided that the blocks used on one contract shall not vary more than K inch above or below

the depth specified.

3. (a) The percentage of wear and the French

coefficient of wear shall be determined in accordance

with A. S. T. M. D2, see 510., p. 183.

(b) The toughness shall be determined in accord- ance with A. S. T. M. D3. (See 510., p. 183.) DRESSING

5. (a) The blocks shall be so dressed that the

faces will be approximately rectangular in shape,

and the ends and sides sufficiently smooth to permit

the blocks to be laid with joints not exceeding y2 inch

in width at the top, and for 1 inch downward there- from, and not exceeding 1 inch in width at any other part of the joint.

(6) The wearing surface of the blocks shall show no

depressions more than % inch in depth, and the edges and corners shall be unchipped and unbroken.

INSPECTION

6. (a) At least 6 blocks for D59, 8 blocks for D131, and 25 blocks for D132 shaU be selected for physical tests by the engineer or his authorized

representative, subsequent to delivery at the place

of use, so as to fairly represent actual deliveries. No

sample shah include blocks that would be rejected

by a visual examination. The bedding plane shall be marked on at least two of the blocks selected.

(6) All deliveries shall be subjected to further inspection at the place of use, prior to and during

laying. All blocks which fail to conform to the requirements given under "general requirements,"

"dimensions," and "dressing" shall be rejected. Federal Specifications Board, specification No.

510, United States Government master specifica- tion for block for granite, recut granite and durax

granite pavements, August 12, 1927. (This specification is the same as American

Society for Testing Materials, serial designations

D59, D131, and D132 (given above) with the

following exceptions)

:

1. A No. 3 granite block having percentage of wear, maximum 6, and a toughness, minimum 6, has been provided for use under heavy traffic for the

specific purpose of utilizing the products of certain quarries which may not meet the requirements for grade No. 2, but can meet the requirements for grade No. 3, and have proved entirely satisfactory in service.

2. This specification includes in addition to the

A. S. T. M. specification for durax granite, a durax

grade for extra heavy traffic having a percentage of wear, maximum 4, and a toughness, minimum 9. National Paving Brick Manufacturers' Association,

recommended specifications, stone curb and header,

1924. See 518.63, p. 448. 511.72 Riprap.

American Association of State Highway Officials, standard specifications for bridges and incidental

structures, 1928. RIP-RAP

(The full text of this specification includes material

relative to construction methods, and measurement

and payment.)

Materials.—When stone is used for rip-rap it shall conform in quality to the requirements specified in "Stone for Masonry." (See 511.9, p. 212, American

Association of State Highway Officials.) Dry rip-rap, class 1.—Unless otherwise specified,

all stones used in this class of rip-rap shall weigh

between 50 and 150 pounds each and at least 60 per

cent of them shall weigh more than 100 pounds

each. Dry rip-rap, class 2.—Stones having one broad flat surface shall be used when possible. Fifty per cent

of the mass shall be of stones having a volume of 2

cubic feet or more. Mortar rip-rap.-—Stone for this purpose shall, as

far as practicable, be selected as to size and shape in

order[ to secure fairly large, flat-surfaced stone which

will lay up with a true and even surface and a minimum of voids. Fifty per cent of the mass shall be of broad flat stones of a volume of 2 cubic feet or more, laid with the flat surface uppermost and

parallel to the slope. Warped and curved surfaces

shall have the same general degree of accuracy as

specified above for plane surfaces.

208
STONE, SAXD, AXD CEMENTITIOUS MATERIALS 511.73

Grouted rip-rap.—Grout for grouted rip-rap shall consist of 1 part of Portland cement and 3 parts of sand, thoroughly mixed with water to produce grout

having a thick, creamy consistency.

The stones shall be of the same sizes and placed in the same manner as specified above for dry rip-rap,

class 1. Stone rip-rap for foundation protection.—Stone

rip-rap for pier and abutment protection shall be of

sizes ranging from derrick stone down and shall be

graded from coarse to fine in such manner as to pro- duce a minimum of voids. It shall be deposited

where directed. Stone deposited contrary to direc- tions will be considered wasted and will not be paid

for.Concrete rip-rap in bags.—Concrete rip-rap in bags

shall consist of class C concrete. (See 516.3, p. 301,

American Association of State Highway Officials, specification for "concrete masonry," in cement

sacks or suitable burlap bags.) The bags shall be about two-thirds filled with concrete, securely tied, and immediately placed in the work.

511.73 Ballast. American Railway Engineering Association, specifications for burnt clay ballast, 1921. KIND OF MATERIAL

1. Good ballast clay is heavy and plastic, free from sand, gypsum, or other impurities. It must

not crumble when exposed to air or when brought in contact with heat. LOCATION

2. The pit should be located on level or moderately

sloping ground, not subject to overflow. A water

supply is desirable and it should be borne in mind

that the sulphurous and carbonaceous gases liberated during the burning period, damage the surrounding

vegetation and make habitation in the near vicinity very disagreeable.

TEST

3. The location site should be thoroughly tested to determine quality of clay, depth and uniform

consistency of deposit, and small quantities should be burned in test kilns to show the quality of ballast to be secured. BURNING

4. Fuel should be fresh, clean slack, and arrange- ments should be made to secure constant supply.

One ton of slack coal is generally sufficient for the

perfect burning of 4 cubic yards of acceptable ballast. From 1 to l}i inch layer of slack is alternated with

from 10 to 12 inch layer of clay, a new layer of slack and clay being applied to the fire every five or six days.

Fires once started must be kept steadily and

uniformly burning.

To insure thorough and proper burning of the

clay, the top and face of the fire should be frequently

raked down to avoid clinker or black spots, caused by too much or too little air. When fully burnt a proper ballast clay becomes

red in color, when the clay contains iron; when

underburnt the clay will show a yellow color.

SIZE

5. Burnt clay ballast should be crushed or broken,

if necessary, so that the largest piece will pass through a 4-inch ring.

DENSITY

6. The finished product should absorb not to exceed 15 per cent of moisture by weight.

American Railway Engineering Association, specifications for pit-run gravel ballast, 1922. FOR CLASS A RAILWAYS

Bank gravel, which contains more than 2 per cent dust or 40 per cent sand, should be washed or

screened. FOR CLASS B RAILWAYS

Bank gravel, which contains more than 3 per cent dust or 60 per cent sand, should be screened or washed.

Screened gravel should not contain less than 25 per

cent nor more than 50 per cent sand. FOR CLASS C RAILWAYS

Any material which makes better track than the

natural roadbed may be economically used. METHOD OF TESTING QUALITY OF PIT RUN

GRAVEL FOR BALLAST

1. The size of the sample to be tested should be

approximately 1 cubic foot.

2. Five average samples of about 1 cubic foot each should be selected from various parts of the

pit which is to be tested. The five samples should then be thoroughly mixed and about 1 cubic foot

of the mixture selected for testing.

3. To separate the gravel from the sand and dust, use a No. 10 screen, 10 meshes to the inch, made of No. 24 wire, B. & S. gage. To separate the sand

from the dust, use a No. 50 screen, 50 meshes to the

inch, made of No. 31 wire, B. & S. gage.

4. Measure the percentage of gravel, sand, and

dust taken from the sample by volume, giving the percentage of each ingredient compared to the volume of the sum of the ingredients, as follows:

Per cent of sand = Where

<S = volume of sand. G=volume of gravel.

D = volume of dust.

G+S+D

5. When sample is shipped for test it should be

carefully and securely marked with name and loca- tion of the pit from which it was taken. American Railway Engineering Association, specifications for washed gravel ballast, 1926.

1. Gravel for ballast shall be so prepared that all dust, dirt, and loam are removed; that all aggregates that will not in every position pass through a 1^-inch ring are either rejected or crushed and

returned to the ballast and that the resultant product

conform to the following:

2. Where the percentages of crushed material run between nothing and 20, the ratios of various

sizes of aggregates to the whole shall be as follows:

Per cent Ho to Yi inch (minimum 25

7iu tu 7-i mt . (maximum 40 U to y2 inch (minimum 20

/i w /t ^ \maximum 30

V, to 1 inch (minimum 20

t0 mcn Imaximum 55

, 1L, ;„„>, /minimum

1 to m inch... —-(maximum 35

3. Where the percentage of crushed material runs more than 20 and less than 40, the ratios of

209
511.73 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

various sizes of aggregates to the whole shall be as follows

Per cent

•,/„ .„ ,/ ;„„,, /minimum 10 M° t0 * ^ — " {maximum 30

i/ +„ \a /minimum 20 U to H inch imaximum 35

i/L *„ i v, /minimum 20

t0 1 :nch- {maximum 60

i *„ n/ i, /minimum

1 to l}4 inch {ma3amum 50

4. Where the percentage of crushed material is more than 40, the ratios of the various sizes of aggregates to the whole shall be as follows

:

Per cent

i/ i/ /minimum 20 K to 1/2 ineh._

\maximum 35

i - +„ 1 ;„,>, /minimum 25 H to 1 inch {maximum 60

i +~ i u /minimum 5

1 tollmen {maximum 55

5. Test No. 1, dust, dirt or loam.—A sample of the prepared ballast containing one-eighth cubic foot

shall be placed in a water-tight receptacle having a

capacity of not less than 1 cubic foot. Into this receptacle shall then be placed 2 quarts of clear water, after which the receptacle shall be agitated

until the gravel is thoroughly washed. The water

shall be drained off immediately and placed in a

glass jar and allowed to settle. If the sediment

deposited in the bottom of the jar is more than onehalf of 1 per cent of the sample, as determined by

weight, the output of the plant shall be rejected

until the fault has been corrected.

6. Test No. 2, large aggregate.—A sample weighing

not less than 150 pounds shall be placed in or on a

screen having round holes V/z inches in diameter. If a thorough agitation of the screen fails to pass through the screen 98 per cent of the material, as determined by weight, the output of the plant shall be rejected until the fault has been corrected.

7. Test No. 3, sand.—One cubic foot of the pre- pared ballast shall be thoroughly dried, weighed,

and placed in a screen having 10 meshes to the inch and the screen agitated till all particles which will pass have passed through the screen. If the material which passes through the screen exceeds 3 per cent

of the original sample, as determined by weight, the output shall be rejected until the fault has been

corrected.

8. Test No. 4, proportion of aggregates in washed,

crushed and screened gravel.-—A sample of the pre- pared ballast, weighing not less than 150 pounds,

shall be thoroughly dried, weighed, and placed on a

screen having holes Vfa inches in diameter; all material which can be passed through this screen shall be

placed upon a screen having holes 1 inch in diameter;

all material which can be passed through this screen

shall be placed upon a screen having holes one-half inch in diameter; all material which can be passed

through this screen shall be placed upon a screen having meshes of one-fourth inch, and all material which can be passed through this screen shall be

placed upon a No. 10 screen, and all material which

can be, shall be passed through it. 9. If the ratio of the amount of material retained on the V/?. inch screen to the amount of the sample

as a whole exceeds two per cent, the product shall be rejected until the fault has been corrected.

10. If the ratio of the amount of the material passing the No. 10 screen to the amount of the sample as a whole exceeds 3 per cent, the product

shall be rejected until the fault has been corrected.

11. If the ratio of the amount of the material

retained on each of the screens to the amount of the sample as a whole does not come within the toler- ances given above, the material shall be rejected

until the fault has been corrected.

"

INSPECTION

12. In case inspection develops the fact that the

material which has been or is being loaded is not in accordance with these specifications, the inspector

shall notify the manufacturer to stop further loading until the fault has been corrected, and to dispose

of all defective material that had been loaded in cars, which shall be done at the expense of the contractor. MEASUREMENTS

13. When ballast is being paid for by the ton, and

it is impracticable to weigh each car, the weight per yard shall be obtained by weighing at frequent

intervals not less than five cars loaded with ballast, the contents of which have been carefully measured.

The weight per yard obtained by such a test shall be used in figuring the weight per car until another

test is made.

14. When ballast is paid for by the yard, the amount shall be determined by weighing each car, where practicable, and applying the weight per yard as determined by frequent tests. When impracticable to weigh each car, the contents of each

car will be carefully estimated by comparison with

cars, the contents of which have been actually

measured.

American Railway Engineering Association, specification for stone ballast, 1925. GENERAL

1. Stone for use in the manufacture of ballast

shall break into angular fragments which range with

fair uniformity between the maximum and minimum

size specified herein; it shall test high in weight,

toughness, wear, and soundness, but low in cementing qualities.

TESTS

Tests shall be made as follows: WEIGHT

2. Not less than one-half cubic foot of solid stone

accurately measured and dried for not less than 12 hours in drv air at a temperature of between 125° and 140° F."(51.7° and 60° C.) shall be weighed. The

weight shall be not less than — pounds per cubic

foot. TOUGHNESS

3. A piece of solid rock from which a cylindrical core perpendicular to the bedding plane of the rock, 0.98 inch by 0.98 inch (25 by 25 mm), can be cut with a diamond core drill, and the ends ground

plane shall, after drying, be held on an anvil,

weighing not less than 110.23 pounds (50 kg) in the Page impact machine, like a miniature pile driver,

under a plunger with sphere-shaped striking surface

of 0.39-inch (1 cm) radius, which is struck by a hammer when released weighing 4.4 pounds (2 kg).

The test begins with a 0.39 inch (1 cm) fall of the hammer for the first blow, and continues with an

increased fall of 0.39 inch (1 cm) for each succeeding

blow until the test piece fails, the number of blows

and height being the same and representing the toughness of the rock. Rock that shows a toughness

of less than shall be rejected. (A. S. T. M.,

D3, see 510, p. 182.) SOUNDNESS

4. Ten small pieces (total weight about 1,000 g

(2 pounds)) of the rock shall be immersed in a satu- rated solution at 70° F. (21.1° C.) of sodium sulphate

(Na2 S04) for 20 hours, after which they shall be

placed for 4 hours in a drying oven maintained at

210
STONE, SAND, AND CEMENTITIOUS MATERIALS 511.73

212° F. (100° C). The treatment shall be repeated

five times. Rock which exhibits checking, cracking,

or disintegration shall be rejected. WEAR

5. Eleven pounds (5 kg) of freshly broken frag- ments of stone as nearly alike as possible, shall, after thorough drying, be placed in hollow-iron abrasion cylinders, 7% inches (20 cm) in diameter

and 13.4 inches (34 cm) in depth, which are revolved

at the rate of 30 revolutions per minute for 10,000

revolutions for each test, after which the pieces

shall be thoroughly washed, dried, and weighed,

and the percentage of dust or detritus by weight

that will pass through a screen with Jle-inch (0.16 cm) mesh shall be considered the percentage of wear. Rock that has a greater percentage of wear

than for trap rock and for limestone

shall be rejected. (A. S. T. M., D2, see 510, p. 182.) CEMENTING QUALITY

6. One and one-tenth pounds (one-half kg) of stone which can be crushed to pea size shall be

placed (dry) in a ball mill which contains two steel shot weighing 20 pounds (9.07 kg) each, given 5,000

revolutions at the rate of 30 revolutions per minute,

and the dough resulting from a mixture of the dust

screened through a 100-mesh sieve, and water

placed in an air-tight vessel for three hours, and then

rekneaded, shall be made into six cylindrical

briquettes 0.98 inch (25 mm) in diameter and 25 mm

in height formed under a pressure of 1,877.5 lbs. /in. 2 (132 kg/cm2

) , after which they shall be allowed to dry

20 hours in air, 4 hours in a hot-air bath at 212° F. (100° C.) and then cooled for 20 minutes in a

desiccator, and immediately tested in a machine for ascertaining the crushing strength in pounds per square inch, which is the measure of the cementing

value of the rock, the average of five determinations

being taken. Rock which has a greater cementing

value than shall be rejected.

FREQUENCY

7. Tests may be made from time to time at the option of the purchaser, and especially when new

strata are being opened up for crushing into ballast. SEIECTION OF SAMPLES

8. Each stratum of a quarry shall be tested separatelv and not averaged with any other stratum.

(A. S. T. M., D75, see 510. p. 184.) AVERAGING

9. For obtaining the values for physical tests, the average results of the numbers of specimens stated

in the following table shall be taken:

Kind of tests Weight

Percent- age of wear

Toughness

Cementing value

Soundness

Number of tests 5 5 5 5 5

PLACE FOE TESTS

10. Such tests as are deemed necessary shall be

made at a testing laboratory selected by the purchaser, but visual inspection and other tests sball be

made at the place of manufacture prior to shipments

as often as considered necessary.

PRODUCTION REQUIREMENTS

BREAKING

11. Stone for ballast shall be broken into frag- ments which range with fair uniformity between the

size which will in any position pass through a 2^-inch ring, and the size which will not pass through a %-inch ring.

TEST FOE SIZE

12. Maximum.—A sample weighing not less than

150 pounds shall be taken from the ballast as loaded in the cars and placed in or on a screen having round

holes 2% inches in diameter. If thorough agitation

of the screen fails to pass through the screen 95

per cent of the fragments, as determined by weight, the output from the plant shall be rejected until the

fault has been corrected. Minimum.—A sample weighing not less than 150 pounds shall be taken from the ballast as loaded in the cars, weighed carefully and placed in or on a

suitable screen having round holes three-fourths inch

in diameter. The screen shall then be agitated until

all fragments which will pass through the screen have been eliminated. The fragments retained in the screen shall then be weighed; and if the weight

is less than 95 per cent of the original weight of the

sample, the output of the plant shall be rejected

until the fault is corrected. HANDLING

13. Broken stone for ballast must be delivered from the screens directly to the cars or to clean

bins provided for the storage of the output of the

crusher. Ballast must be loaded into cars which are in good order and tight enough to prevent leakage and

waste of material and are clean and free from sand,

dirt, rubbish, or any other substance which would

foul or damage the ballast material. CLEANING

14. The ballast shall be free from dirt loam, dust,

or rubbish. When the rock is of such a nature that

it does not become clean without preliminary

scrubbing, a scrubbing machine shall be provided

at the quarry. DEFECT FOUND AFTER DELIVERY

15. As it is impracticable to inspect all the ballast loaded in cars, carloads of defective material

arriving at the site for unloading and not previously

inspected shall be rejected_and returned to the manufacturer, who must pay the freight charges both

ways. If unloaded prior to discovery of defectiveness, payment without return of the rejected ballast

shall be refused to the manufacturer.

INSPECTION

16. Inspectors representing the purchaser shall have free entry to the work of the manufacturer at

all times while the contract is being executed, and

shall have all reasonable facilities afforded them by

the manufacturer to satisfy them that the ballast is prepared and loaded in accordance with the specifications and contracts. In case the inspection develops that the material

which has been or is being loaded is not according to

specifications, the inspector shall notify the manufacturer to stop further loading and to dispose of

all cars under load with defective material.

211
511.73 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

MEASUREMENT

17. Ballast material may be reckoned in cubic yards or by tons, as expedient. Where ballast material is handled in cars, the yardage may be

determined by weight, after ascertaining the weight

per cubic yard of the particular stone in question

by careful measurement and weighing of not less than

five cars filled with the material, or the tonnage may

be determined for subsequent cars by measurement and coverting the yardage into tonnage by the use

of the weight per yard as determined above.

Note.—High quality stone will have the following values:

Limestone Trap

"Weight per cubic foot. pounds _ 168

10 175

15 Wftnr 5 3 Cementing quality pounds. _ 4 1

National Sand

specifications for

ballast.

and Gravel Association,

washed, screened, and {

1928,

graded

(This organization cooperated with the American

Railway Engineering Association in the preparation

of the specifications for these commodities, given

above.)

511.9 MISCELLANEOUS SPECIFICATIONS

FOR STONE AND STONE MANUFACTURES.

American Association of State Highway Officials, standard specifications for bridges and incidental

structures, 1928. STONE FOR MASONRY

1. Ashlar stone.-—Stone for ashlar masonry shall be of the kind specified on the plans or elsewhere in the contract. The stone shall be tough, dense,

sound, and durable, resistant to weathering action,

reasonably fine grained, uniform in color, and free from seams, cracks, pyrite inclusions, or other

structural defects. Preferably stone shall be from

a quarry the product of which is known to be of satisfactory quality. All stones shall be quarried

in sufficient time so that they may be thoroughly

seasoned before being incorporated in the work. Stone shall be of such character that it can be truly

wrought to such lines and surfaces, whether curved or

plane, as may be required. Any stone having defects which have been repaired with cement or other

materials shall be rejected.

Each bidder shall submit with his bid a 6-inch cubical block of the stone he proposes to furnish and

shall state the quarry from which it is obtained. The quality of the stone furnished shall be at least equal to that of the sample. The sample shall be squared and dressed on three sides; one side shall be smooth-finished, one side fine-finished, and one

side shall be given the finish indicated on the plans

for exposed surfaces of face stone. The remaining

sides shall be left with quarry face. (For definitions of surface finishes of stone, see "Ashlar masonrv,"

518.82, p. 473.) When permitted by the engineer, bidders may

submit bids, accompanied by samples as specified

above, on kinds of stone other than that specified.

2. Rubblestone.—Stone for mortar rubble or dry

rubble masonry shall be of approved quality,

sound, and durable, and free from segregations, seams, cracks, and other structural defects or imperfections tending to destroy its resistance to the weather. It shall be free from rounded, worn, or

weathered surfaces. All weathered stone shall be

rejected.

3. Riprap.—Stone for riprap shall consist of field stone or rough unhewn quarry stone as nearly

rectangular in section as is practicable. The stone

shall be resistant to the action of air and water; it shall be of sufficient density and suitable in all other

respects for the purpose intended. American Railway Engineering Association, stone masonry.

1. Specifications for buildings for railway purposes (stone masonry and cut-stone work, 1926).

(See 518.89, p. 478.)

2. Specifications for stone masonry. (See 518.89,

p. 478.) 512. SAND, GRAVEL, AND SLAG

512.1 SAND AND GRAVEL.

512.10 General Items.

American Society for Testing Materials, standard

method of test for unit weight of aggregate for concrete, serial designation C29-27, 1927.

1. This method is intended to cover the determination of unit weight of fine, coarse, or mixed aggre- gate for concrete.

2. (a) The apparatus required consists of a cylindrical metal measure, a tamping rod, and a scale or

balance, sensitive to 0.5 per cent of the weight of the sample to be weighed.

(6) Measures.—The measure shall be of metal,

preferably machined to accurate dimensions on the

inside, cylindrical in form, water-tight, and of suffi- cient rigidity to retain its form under rough usage, with top and bottom true and even, and preferably

provided with handles. The measure shall be of Ho, Yi, or 1 cubic foot capacity, depending on the maximum diameter of the

coarsest particles in the aggregate, and shall be of the following dimensions:

Capacity Inside diameter

Inside height

Mini- mum

thickness

of metal U. S. gage

Diameter of

largest particles of aggregate

Cu. foot

1

Inches

6. 00

10. 00

14. 00

Inches

6. 10

11. 00

11.23

Number

118

5

Inches Under H. Under 1H. Over VA.

(c) Tamping rod.—The tamping rod shall be a

straight metal rod five-eighths inch in diameter and

24 inches long, with one end tapered for a distance

of 1 inch to a blunt bullet-shaped point.

3. The measure shall be calibrated by accurately

determining the weight of water at 16.7° C. (62° F.) required to fill it. The factor for any unit shall be

obtained by dividing the unit weight of water at

16.7° C. (62° F.) (62.355 pounds per cubic foot) by

the weight of water at 16.7° C. (62° F.) required to

fill the measure.

4. The sample of aggregate shall be room dry and

thoroughly mixed.

5. (a) The measure shall be filled one-third full and the top leveled off with the fingers. The mass

shall be puddled with the tamping rod with 25

strokes, evenly distributed over the surface. The

measure shall be filled two-thirds full and again

puddled with 25 strokes as before. The measure

shall then be filled to overflowing, puddled 25 times,

and the surplus aggregate struck off, using the tamping rod as a straight edge. In puddling the first layer the rod should not be

permitted to forcibly strike the bottom of the meas212
STONE, SAND, AND CEMENTTHOUS MATERIALS 512.10

ure; in puddling the second and final layers, only

enough force to cause the tamping rod to penetrate

the last layer of aggregate placed in the measure

should be used.

(b) The net weight of the aggregate in the measure shall be determined. The unit weight' of the aggregate shall then be obtained by multiplying the net weight of the aggregate by the factor found as described in section 3.

6. Results with the same sample should check

within 1 per cent. American Society for Testing Materials, standard method of test for determination of voids in fine aggregate for concrete, serial designation C30-22,

1922. Approved as tentative American standard by the American Engineering Standards Committee, now

the American Standards Association.

1. The voids in fine aggregate for cement concrete

shall be determined by the formula:

Percentage of voids* (Sp. gr.X62.355)-Wt.

Sp. gr.X62.355 X100

2. The symbol "Sp. gr." represents the apparent

specific gravity of the fine aggregate as determined

by A. S. T. M. D55. (See p. 214.)

3. The quantity 62.355 is the weight in pounds

of 1 cubic foot of water at the standard temperature

of 16.7° C. (62° F.).

4. The symbol "Wt." represents the weight in pounds per cubic foot of fine aggregate as determined

by A. S. T. M. C29. (See p. 212.) "American Society for Testing Materials, standard method of test for organic impurities in sands for concrete, serial designation C40-27, 1927.

1. The method of test is an approximate method

of determining the presence of injurious organic

compounds in natural sands which are to be used in cement mortar or concrete. The principal value

of the test is to furnish a warning that further tests of the sands are necessary before they are approved

for use.

2. A representative test sample of sand weighing

about 1 pound shall be obtained by quartering or by

the use of a sampler.

3. (a) A 12-ounce graduated clear-glass bottle

shall be filled to the 4}<>-ounce mark with the sand to be tested.

(6) A 3 per cent solution of sodium hydroxide

(NaOH) in water shall be added until the volume of sand and liquid indicated after shaking is 7 liquid ounces.

(c) The bottle shall be stoppered, shaken vigorously, and then allowed to stand for 24 hours.

4. A standard color solution shall be prepared by

adding 2.5 cc of a 2 per cent solution of tannic acid

in 10 per cent alcohol to 97.5 cc of a 3 per cent sodium hydroxide solution. This shall be placed

in a 12-ounce bottle, stoppered, shaken vigorously,

and then allowed to stand for 24 hours.

5. (a) After standing 24 hours the color of the

clear liquid above the sand shall be compared with

the color of the standard color solution prepared at the same time and in accordance with the method

described in section 4 or with a glass of color similar

to the color of the standard solution.

(6) Solutions darker in color than the standard

color have a "color value" higher than 250 parts per

million in terms of tannic acid. American Society for Testing Materials, standard

method of test for sieve analysis of aggregates for concrete, serial designation C41-24, 1924.

1. A representative test sample of the aggregate

shall be selected by quartering or by use of a sampler,

which after drying will give not less than the following:

(a) Fine aggregate, 500 g,

(6) Coarse aggregate or a mixture of fine and

coarse aggregates, weight in grams, three thousand

times size of largest sieve required, measured in inches. Table 1

Sieve No.i

of size

(in inches)

No. 100_.__ No. 50 No. 30 No. 16 No. 8 No. 4 % inch H inch

1 inch

l]-2 inches.

2 inches.

3 inches

Sieve opening

Milli- meters

0. 149 .297

.59

1. 19

2.38

4. 76 9.5

19.0 25.4

38.0

50.8

76.0

Inches

0. 0059

.0117 .0232

.0469

.0937 .187

.375

. 75

1. 00

1.50

2.00 3.00

Wire diameter

Milli- meters

0. 102 .188

.33

.54

.84

1.27

2. 33

3. 42

4. 12

4. 50 4.88

6.3

Inches

0.0040

.0074 .0130

.0213

.0331

.050 .092

.135 .162

.177 .192

.25

Tolerance

Averopening Under Over

Per

cent

66

5

3

333

3

3

3

3

3

Wire diameter

Per

cent

15

15

1515

15

15

10

1010

10

10

10

Per

cent35

35

30

30

30

30

10

10

10

10

1010

Maxi- mum

opening

Per

cent40

40

25

10

10

10

10

1010

10

1010

1 The dimensions and tolerances for these sieves conform to the requirements of A. S. T. M. E 11. (See 500.2, p. 1.)

2. The sample shall be dried at not over 110° C.

(230° F.) to constant weight.

3. (a) The sieves shall be of square-mesh wire

cloth and shall be mounted on substantial frames

constructed in a manner that will prevent loss of material during sieving.

(6) The size of wire and sieve openings shall be as given in Table 1. 4. (a) The sample shall be separated into a series of sizes by means of the sieves specified in section 3. Sieving shall be continued until not more than 1 per

cent by weight of the sample passes any sieve during one minute.

(b) Each size shall be weighed on a balance or

scale which is sensitive to Mooo of the weight of the

test sample.

(c) The percentage by weight of the total sample

which is finer than each of the sieves shall be computed.

5. (a) The percentages in sieve analysis shall be

reported to the nearest whole number.

(6) If more than 15 per cent of a fine aggregate is coarser than the No. 4 (4,760-micron) sieve, or more

than 15 per cent of a coarse aggregate is finer than

the No. 4 (4,760-micron) sieve, the sieve analysis of the portions finer and coarser than this sieve shall be

reported separately.

American Society for Testing Materials, standard

definitions of the term "sand," serial designation

C58-28, 1928. Sand.—The fine granular material (usually less than one-fourth inch in diameter) resulting from

the natural disintegration of rock or from the

crushing of friable sandstone rocks.

Note.—When used without a qualifying adjective, the term "sand" is generally understood to mean the product of the natural

disintegration of siliceous or calcareous rock. Sand should be distin- guished from screenings, gravel, etc. The size of particle and other

physical characteristics should be taken care of in specifications. The fine material resulting from the crushing of blast-furnace slag is known as slag sand. American Society for Testing Materials, tentative

definition for the term "aggregate," serial designation C58-28T, 1928. Aggregate.—In the case of materials of construction, designated "inert" material, which when

213
512.10 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

bound together into a conglomerated mass by a matrix forms concretes, mastic, mortar, plaster, etc. American Society for Testing Materials, standard method of mechanical analysis of mixtures of sand

or other fine material with broken stone or broken

slag, except aggregates used in cement concrete,

serial designation D19-16, 1916. The method shall consist of (1) drying at not over

110° C. (230° F.) to a constant weight a sample

Figure 89.Le Chatelier apparatus

weighing in pounds six times the diameter in inches

of the largest holes required; (2) separating the sample by the use of a screen having circular openings 0.64 cm (one-fourth inch) in diameter; (3) examining the portion retained on the screen in accordance with A. S. T. M. D18 (see 512.15,

p. 250); (4) examining the portion passing this screen in accordance with A. S. T. M. D7 (see 512.12,

p. 234) ; and (5) recording the mechanical analysis

in the following manner:

Per cent Passing No. 200 sieve Passing No. 100 sieve and retained on a No. 200 sieve Passing No. 80 sieve and retained on a No. 100 sieve

Passing No. 10 sieve and retained on a No. 20 sieve Passing 0.64-cm (J4-inch) screen and retained on a No. 10

sieve Passing 1.27-cm (V£-ineh) screen and retained on a 0.64-cm

(H-inch) screen — Passing 1.90-cm (?4-inch) screen and retained on a 1.27-cm (H-inch) screen -

100.00 American Society for Testing Materials, standard method of test for apparent specific gravity of coarse aggregates, serial designation D30-18, 1918. Approved as tentative American standard by the American Engineering Standards Committee, now

the American Standards Association. The apparent specific gravity shall be determined

in the following manner:

1. The sample, weighing 1,000 g and composed of pieces approximately cubical or spherical in shape

and retained on a screen having 1.27-cm (}i inch)

circular openings, shall be dried to constant weight

at a temperature between 100° and 110° C. (212° and

230° F.), cooled, and weighed to the nearest 0.5 g. Record this weight as weight A. In the case of homogeneous material, the smallest pai tides in the sample may be retained on a screen having l}£-inch

circular openings.

2. Immerse the sample in water for 24 hours,

surface-dry individual pieces with aid of a towel or

blotting paper, and weigh. Record this weight as weight B.

3. Place the sample in a wire basket of approximately }l-inch mesh, and about 12.7 cm (5 inches) square and 10.3 cm (4 inches) deep, suspend in water 10 from center of scale pan, and weigh. Record

the difference between this weight and the weight of the empty basket suspended in water as weight C. (Weight of saturated sample immersed in water.)

4. The apparent specific gravity shall be calculated by dividing the weight of the dry sample (A) by the

difference between the weights of the saturated sample in air (B) and in water (C), as follows: A

Apparent specific gravity=-g^g,

5. Attention is called to the distinction between

apparent specific gravity and true specific gravity.

Apparent specific gravity includes the voids in the specimen, and is therefore always less than or equal

to but never greater than the true specific gravity of the material. American Society for Testing Materials, standard method of test for apparent specific gravity of sand,

stone, and slag screenings and other fine nonbitumi- nous highway materials, serial designation D55-25,

1925.

1. The following tests, "Le Chatelier" and "Jackson," are equally suited for use in determining the apparent specific gravity of sand, stone, and slag

screenings and other fine nonbituminous highway

materials, and may be considered as alternates: LE CHATELIER TEST

2. The determination of specific gravity shall be made with a standardized Le Chatelier apparatus

which conforms to the requirements illustrated in Figure 89. This apparatus is standardized by the

10 The basket may be conveniently suspended by means of a fine wire hung from a hook shaped in the form of a question mark with

the top end resting on the center of the scale pan.

214
STONE, SAND, AND CEMENTTTIOUS MATERIALS 512.10

National Bureau of Standards. Kerosene or water may be used in making this determination.

3. (a) The flask shall be filled with either of these

liquids to a point on the stem between and 1 cc and a reading taken. From 50 to 64 g (depending

upon its approximate specific gravity and to bring the reading on the scale) of sand or other fine non- bituminous highway material of the same temperature as the liquid shall be slowly introduced, taking

care that the material does not adhere to the inside

of the flask above the liquid and to free the material from air by rolling the flask in an inclined position. After all material is introduced, the level of the liquid

in the graduated stem shall be read and the difference between readings is the volume displaced by the known weight of the material.

(6) The specific gravity shall then be calculated from the formula:

Weight of material (g) Speetfic gravity=Displaoed yolume (cc)

(c) The flask, during the operation, shall be kept

immersed in water, in order to avoid variations in the temperature of the liquid in the flask, which shall not exceed 0.5° C. The results of reoeated tests should agree within 0.01. JACKSON TEST

4. The determination shall be made with the Jackson specific gravity apparatus (illustrated in

fig. 90) which shall consist of a burette, with graduations reading to 0.02 in specific gravity, about 28 cm

(11 inches) in length and with an inside diameter of about 0.7 cm (0.3 inch), which shall be connected

with a glass bulb approximately 13 cm (5}£ inches) in length and 4.5 cm (1.75 inches) in diameter, the

glass bulb being of such size that from a mark on

the neck above the bulb to the top graduation on

the burette, the capacity shall be such that the graduations shall read directly the specific gravity

when 50 g of materials are used; and an Erlenmeyer

flask, which shall contain a hollow ground-glass

stopper having a neck of approximately 6 to 8 mm

bore and which shall have a capacity of exactly 200 cc (6.76 ounces) up to the graduation on the neck of the stopper.

5. The method is as follows: (1) Dry at not more

than 110° C. (230° F.) to a constant weight a sample

weighing about 55 g; (2) weigh 50 g of the dry sample

to 0.1 g and pour it into the unstoppered Erlenmeyer

flask, which shall be cleaned and dried before each

determination; (3) fill the bulb and burette with

kerosene, leaving just space enough to take the temperature by introducing a thermometer through

the neck; (4) remove the thermometer and add

sufficient kerosene to fill exactly to the mark on the

neck, drawing off any excess with the burette;

(5) run into the flask about one-half of the kerosene

in the bulb to remove air bubbles and then run in more kerosene, removing any material adhering to the neck of the flask, until the kerosene is just

below the ground glass; (6) place the hollow

ground-glass stopper in position and turn it to fit tightly, and then run in kerosene exactly to the 200 cc (6.76 ounce) graduation on the neck, care being taken to remove all air bubbles in the flask;

(7) read the specific gravity from the graduation on

the burette, and the temperature of the oil in the

flask, noting the difference between the temperature

of the oil in the bulb before the determination and

that of the oil in the flask after the determination;

(8) make a temperature correction to the reading of the specific gravity in accordance with the table furnished by the manufacturer of the apparatus,

adding the correction if the temperature of the

kerosene has increased and subtracting it if the temperature of the kerosene has decreased. American Society for Testing Materials, tentative

specifications for commercial sizes of sand and

gravel for highway construction, serial designation

D64-20T.

1. These specifications cover the standard size designations and maximum permissible range in mechanical analyses for nine commercial grades of sand and gravel, when used in the construction of

Figure 90.

Jackson apparat

water-bound gravel and cement-concrete roads and

pavements.

I. MANUFACTURE

2. The standard sizes herein specified may be

produced from any screening process in which the

factors influencing the efficiency of the screening

operation are so adjusted that the designated sizes

will conform to the requirements for mechanical

analysis specified in section 4.

JJ. STANDARD SIZES

3. Each of the standard sizes shall be designated

by reference to both the upper and lower nominal

limiting size of the product: Thus, "one-fourth to

three-fourths inch size" indicating that portion of the product of a sand and gravel screening plant, all of which is nominally between one-fourth and threefourths inch in size.

100925°—30 15 215
512.10 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

in. PERMISSIBLE VARIATIONS IN MECHANICAL

ANALYSES

4. The designated size for each grade, together

with the corresponding maximum permissible

variations in mechanical analyses as determined by

the use of laboratory screens and with sieves as

specified in A. S. T. M. D7 (see 512.12, p. 234), are given in the following table: Maximum permissible range in mechanical analysis

for each size

[Percentage by weight passing each screen]

Designated size (inches)

Diameter of screen openings (inches) M M 1 2

0-M 95-100

85-100 0)

(

3)

(

3 )

(

3

) (

3)

(

3 )

o-M 2 K-Vz 95-100 Vi-% —

95-100 M-i 25-75 95-100 Yi-Wi 25-75 95-100 M-2 25-75 95-100 M-2J4 25-75 95-100

1-2 0-15 85^166 2-m..- — 0-15 85-100

1 Additional requirements for grading shall be as follows: Passing No. 20 sieve, 25 to 75 per cent. Passing No. 50 sieve, not over 25 per cent. Passing No. 100 sieve, not over 5 per cent.

1 Limits for silt and clay content may be inserted if desired.

3 Any percentage from to 10 per cent may be designated, with a maximum permissible variation therefrom of not more than 2*4 per

cent.

IV. SIZE OF SAMPLES

5. Samples of sand shall weigh at least 10 pounds.

Samples of gravel and samples composed of mixtures

of sand and gravel shall weigh at least fifty times

the weight of the largest piece therein. American Society for Testing Materials, standard

methods of sampling stone, slag, gravel, sand, and

stone block for use as highway materials, including some material survey methods, serial designation

D75-22, 1922.

(See 510, p. 184.) United States Department of Agriculture, bulletin 1216, method of proportioning natural sand and

gravel for concrete construction, 1928. For determining the amount of cement to make

concrete equivalent to any base mixture, when the percentage of sand in the total aggregate varies from

the base mixture.

Rule.—Decrease or increase the ratio by weight of total aggregate to cement by 0.05 times the increase, or decrease in the percentage of sand in the total aggregates by weight. This involves the following

steps in the process:

1. If the base mixture is stated as a relation by

volume, it will be necessary to transfer the proportion

to a statement of relation by weight. This requires that the weights per unit of loose volume of the

various materials be known or assumed.

2. Determine the percentage of fine aggregate in the total aggregate in the base mixture and in the new mixture to be used, using the weight proportions.

3. Multiply the difference between these two per- centages by 0.05 and subtract the result from the sum of the parts of fine and coarse aggregates in the weight proportion for the base mixture if the per- centage of fine aggregate is greater in the new mixture.

If the percentage of fine aggregate is less in the new

mixture, add instead of subtracting.

4. If screened materials are to be used, divide the

parts of total aggregate determined above into fine and coarse aggregates according to the percentage of

fine aggregate in the new mixture.

5. Transfer the resulting weight proportion into a statement of relation by loose volumes. Example:

Assume, base mix, 1:2:3)4 by volume.

Unit weights

Fine aggregate, 95 pounds per cubic foot. Coarse aggregate, 110 pounds per cubic foot. Cement, 94 pounds per cubic foot. Percentage of fine aggregate in new mixture = 60.

(1) l:2:3/2 = 94:2 times 95:3^ times 110. = 94: 190:385 proportion by weight. = 1:2.02:4.10=1:6.12.

(2) Percentage of sand in base mixture aggre- 190 gate=

IgoT3g5X100 = 33. Percentage of sand in new mixture =60

(3) 60 - 33 = 27. 27 times 0.05=1.35. 6.12—1.35 = 4.77, therefore, the new proportion by weight is 1:4.77.

(4) Since 60 per cent of the total aggregate is to be fine aggregate

1:4.77=1:2.86:1.91

(5) 1:2.86:1.91 =94 pounds: 269 pounds: 180 pounds.

Dividing by the unit weights of materials. 94 269 180 94 ' 1)5

* TT0=^ cuklc foot: 2.83 cubic feet:

1.64 cubic feet. Or if unscreened gravel is to be used, determine the

unit weight of the gravel. Assume for this case 115 pounds per cubic foot. Then 1:4.77=94 pounds to 449 pounds

Dividing by unit weights, 94 449

0^'. JY5

== 1 cubic foot: 3.90 cubic feet This method applies to either screened or unscreened mixtures of sand and gravel in which the

specific gravities of the fine and coarse aggregate are approximately equal, and to percentages of fine aggregate greater than 33. 11 Recommended practice in the use of unscreened

gravel

:

1. The fine aggregate portion must pass the user's specification for fine aggregate.

2. The coarse aggregate portion must pass the

user's specification for coarse aggregate.

3. Unscreened gravel should not be used, unless, in the opinion of the engineer in charge, the amount of sand in the aggregate will not vary more than 10 per cent.

4. Unscreened gravel should only be used from

stock piles containing the largest practicable amount

of material. 12 United States Department of Agriculture, Bulletin

1216, method of test for apparent specific gravity of sand, stone, and slag screenings, and other fine nonbituminous highway materials, 1928. (This method is the same as the Le Chatelier test

of A. S. T. M. D55, see 512.10, p. 214. The Jackson

test is deleted. This method is not accurate when

sand containing a relatively large proportion of absorptive grains is tested.) United States Department of Agriculture, Bulletin

1216, method of test for apparent specific gravity

and absorption or free moisture content for sand,

gravel, stone, or other nonbituminous highway

materials, 1928.

" The method can be applied to mixtures of materials of different

specific gravities, such as sand and crushed limestone by reducing

the proportions to relations by absolute volume and making the adjustment upon that basis.

12 For a theoretical discussion of the method of proportioning see Bulletin No. 60, Engineering Experiment Station, Iowa State College

(6), and also a paper by R. W. Crum, Proc. Am. Soc.Testing Materials,

7; 1922.

216
STONE, SAND, AND CEMENTITIOUS MATERIALS 512.11

PYCNOMETER METHOD

1. This method is designed primarily for the pur- pose of determining the apparent specific gravity of saturated surface-dry materials and the absorption

or the free moisture content of materials as used in the field. While this method has been adapted for

field use, it is suggested as a convenient method for making these determinations in the laboratory.

2. The special apparatus used consists of a pyc- nometer which shall conform to the follow ing conditions:

(a) The opening at the top shall be approximately three-eighths inch in diameter.

(6) "The shape of the apparatus shall be such as

will facilitate the escape of air bubbles.

(c) It shall have an opening for the introduction

of samples which will admit particles as large as 2

inches.

(d) It shall be capable of being cleaned quickly

and easily.

APPARENT SPECIFIC GRAVITY

3. (a) Coarse material.—The apparent specific

gravity of coarse material shall be determined upon

material that has been immersed in water at 70° F. for 24 hours. The pieces shall be individually

surface-dried with a towel. Two thousand grams of

this surface-dried material shall be weighed out to the nearest 0.5 g. This sample shall be placed in the pycnometer and the pycnometer partly filled with water at 70° F. The "pycnometer shall be gently

shaken and rolled to remove entrained air. The

pycnometer shall then be exactly filled with water, and its outside surface dried. The pycnometer and

its contents shall then be weighed to the nearest

0.5 g. The apparent specific gravity shall be

computed from the formula: g

Specific gravity= p_|_ <g_-pp

- where

<S=the weight of the sample in grams. P=the weight in grams of the pycnometer full of water. I7=the weight in grams of the pycnometer plus the sample plus sufficient water to fill the pycnometer.

(6) Fine material.—The apparent specific gravity

of fine material shall be determined in the same way

as for coarse material except that the sample shall consist of air-dried material and shall consist of 1,000 g. ABSORPTION OR FREE WATER CONTENT

4. The absorption or the free-water content of material shall be determined upon a sample consisting

of material in the condition in which it is to be used.

5. Two thousand grams of the sample shall be

weighed out to the nearest 0.5 g. This sample shall be placed in the pycnometer and the pycnometer

partly filled with water at 70° F. The pycnometer

shall be gently shaken and rolled to remove entrained

air. The pycnometer shall then be exactly filled with water and its outside surface dried. The

pycnometer and its contents shall then be weighed to the nearest 0.5 g.

6. The absorption or the free-moisture content of the sample shall be computed from the following formula: Percentage of moisture or absorption 13 G-l

" If the algebraic sign of the result is positive, the material contains

ree water. If the sign is negative, the material absorbs water.

where

<S=the weight of the sample in grams. W=P+S-£,

Us P =the weight in grams of the pycnometer filled with water. IFi=the weight of the pycnometer containing the sample and sufficient water to fill the remaining space. Gs =the specific gravity of the saturated surface dry material.

7. A pycnometer that has been used successfully

by the Iowa Highway Commission consists of an

ordinary glass Mason fruit jar with a special cap. This cap is the frustrum of a cone superimposed

upon a ring which will screw upon the top of the jar. This cap may be made from the screw ring from a Kerr fruit-jar cap to which is soldered a tin cone with a slope of 60° and a %-inch hole at the top. A more

satisfactory cap could be cast from brass or some

other metal that does not corrode. In using a pycnometer of this kind the cap and the jar should be marked so that the cap will be screwed on to the same position each time so that the volume of the apparatus will not be varied. 512.11 Gravel.

American Association of State Highway Officials, tentative standard specifications for highway

materials, 1929. GRAVEL FOR PORTLAND CEMENT CONCRETE

1. This specification covers the quality and size of gravel for use as coarse aggregate in concrete.

2. The gravel shall be composed of hard, durable

particles of stone, thoroughly clean, and shall be

free from an excess of thin or elongated pieces, frozen lumps, vegetable, or other deleterious matter. (Note 1.) 3. (a) Per cent of wear for uncrushed material (method A).

Per cent When grading A (see methods of testing) is used, not over— - When grading B (see methods of testing) is used, not over.. When grading C (see methods of testing) is used, not over.. - When grading D (see methods of testing) is used, not over..

(6) For gravel containing angular pieces, the

"test for gravel containing crushed pieces" (method

B) shall govern and the per cent of wear allowed on

the angular portion shall be not less than — per cent.

4. When tested by means of laboratory screens the gravel shall meet the following requirements:

Per cent Passing inch screen (maximum size) note 2 - 95-100 Passing inch screen {y> maximum size) (") Passing H inch 0-5

5. Sampling and testing of the gravel shall be in accordance with the method of test for abrasion of gravel, United States Department of Agriculture

Bulletin 1216 (given below). Note 1.—Where it is desired to specify definite maximum amounts

of deleterious substances, the following form of specification may be employed:

Per cent by weight Removed by decantation, not more than

Shale, not more than

Coal, not more than _ Clay lumps, not more than _ _ Soft fragments, not more than

Other local deleterious substances (such as alkali, friable, thin, elongated or laminated pieces), not more than Note 2.—Either round or square mesh sieves should be specified as required. American Railway Engineering Association, speci- fication for pit-run gravel ballast, 1922. (See 511.73, p. 209.)

" Not over 35 per cent range. 217
512.11 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

American Railway Engineering Association, specification for washed gravel ballast, 1927. (See 511.73, p. 209.) American Society for Municipal Improvements,

specifications for broken stone and gravel roads, 1922.

(See 512.15, p. 245.) American Society for Testing Materials, standard

method of test for quantity of clay and silt in gravel

for highway construction, serial designation D72-21,

1921.

1. This test covers the determination of the quantity of clay and silt in natural gravel to be

used in highway construction.

2. The samples as received shall be moistened

and thoroughly mixed, then dried to constant weight at a temperature between 100° and 110° C. (212° and 230° F.).

3. The pan or vessel to be used in the determination shall be 12 inches (30.5 cm) in diameter by not

less than 4 inches (10.2 cm) deep, as nearly as may

be obtained.

4. (a) A representative portion of the dry material weighing not less than fifty times the weight of the largest stone in the sample shall be selected from

the sample and placed in the pan which has been

dried and accurately weighed.

(6) Sufficient water shall be poured into the pan

to cover the gravel. The gravel shall be agitated

vigorously for 15 seconds with a trowel or stirring rod. After it has settled for 15 seconds the water

shall be poured off into a tared evaporating dish, care being taken not to pour off any gravel. This

is repeated until the wash water is clear. The

washed material shall be dried to constant weight

in an oven at a temperature between 100° and 110° C. (212° and 230° F.), weighed, and the net weight

of gravel determined.

5. The percentage of clay and silt shall be calcu- lated from the formula:

Percentage of Original weight—weight aftor washing

clay and silt

' Original weight X100

6. For a check on the results, the wash water

shall be evaporated to dryness and the residue weighed:

t> * c i . , Weight of residue^,..

Percentage of clay and sUt= QrigiDal weight X100

American Society for Testing Materials, tentative method of ta'rt for abrasion of gravel, serial designation D289-28T, 1928. (This specification is practically identical with

the method of test for the abrasion of gravel of the United States Department of Agriculture, Bulletin 1216, see p. 219.) American Society for Testing Materials, tentative

specifications for gravel for bituminous concrete

base, serial designation D309-29T, 1929.

1. These specifications cover % to 1% inch and

% to 2y2 inch size gravel, either of which size is suitable for use in the construction of a bituminous

concrete base prepared by the mixing method and

upon which may be placed any type of surface

course.

2. The gravel shall consist of hard, sound, tough, durable stone particles, either crushed or uncrushed,

and shall be free from injurious amounts of ad- herent coatings and soft, thin, elongated or lami- nated pieces, or other deleterious substances.

3. Gravel shall show a satisfactory resistance to abrasion as measured by an acceptable abrasion

test for gravel. Note.—No test limits for abrasion are specified due to the status

of knowledge concerning suitable specification limits for this test. Many engineers feel that the quality of gravel may be indicated by

the results of an abrasion test, and, accordingly, the tentative method

of test for abrasion of gravel (A. S. T. M\ D289-28T) is recommended,

(Specification D289 is practically identical with the method of test

for the abrasion of gravel of the United States Department of Agriculture, Bulletin 1216. See p. 219.) 4. The amount of deleterious substances shall not exceed the following maximum requirements:

Per cent by weight Removed by decantation l Shale l Coal l Clay lumps .5

Soft fragments _ 5 Total shale, coal, clay lumps, and soft fragments 5 Other local deleterious substances (such as alkali, friable, thin, or elongated or laminated pieces) Note.—It is recognized that under certain conditions percentages

of deleterious substances less than those shown in the table should be specified as a maximum.

5. The gravel when tested by means of laboratory

screens shall conform to the following requirements:

K to 1 Yi inch, size Per cent Passing lH-inch screen 100 Passing l^-inch screen not less than.. 95 Passing %-inch screen 40 to 75 Passing H-inch screen not more than.. 5 H to inch size

Passing 3-inch screen 100 Passing 2H-ineh screen not less than.. 95 Passing l)4-inch screen 40 to 75 Passing J4-inch screen 10 to 25 Passing )4-mch screen not more than.. 5

6. The method of sampling shall conform to

A. S. T. M. D75. (See 510, p. 184.) Federal Specifications Board, specification No.

453, United States Government master specification for gravel for gravel roads, January 25, 1927. TYPES AND SIZES The materials covered by this specification shall be supplied in the particular type(s) and size(s) ordered. (See note 2.)

Type of material

Sand-clay gravel Sand gravel Maintenance gravel

Size

Inch

0-3

0-1 0-3

0-1

GENERAL REQUIREMENTS

Gravel shall be composed of hard, durable stone

particles of high resistance to abrasion, free from an

excess of thin or elongated pieces, together with

sand and clay or other binding material as required

in this specification.

DETAIL REQUIREMENTS

1. Sand-clay gravel for use or size designated

shall meet the following requirements:

(a) Base course gravel, to S-inch size: Per cent Clay and silt. - 5-15 Passing No. 8 sieve 15-40 Passing 3-inch screen 100 Cementing value of material passing No. 8 sieve, not less than 50

(6) Surface course gravel, to 1 inch size: Clay and silt 5-15 Passing No. 8 sieve 15-40 Passing 1-inch screen 100 Cementing value of material passing No. 8 sieve, not less than 50

2. Sand gravel for use or size as designated shall meet the following requirements:

218
STONE, SAND, AND CEMENTITIOUS MATERIALS 512.11

(a) Base course gravel, to S-inch size: Per cent Clay and silt 0-5 Passing No. 8 sieve 15-40 Passing 3-inch screen .. 100

(t>) Surface course gravel, to 1-inch size: Clay and silt 0-5 Passing No. 8 sieve. __ 15-40 Passing 1-inch screen 100

3. Maintenance gravel, }i to % inch size, shall meet the following requirements:

Per cent Passing J^-inch screen --- 0-15 Passing 5£-inch screen 95-100 METHODS OF SAMPLING AND TESTING

1. Methods of sampling shall be in accordance

with A. S. T. M. D75. (See 510, p. 184.)

2. Tests of gravel shall be made in accordance

with the following methods:

(a) Clay and silt: A. S. T. M. D72. (See p. 218.)

(6) Mechanical analysis: A. S. T. M. D18. (See

512.15, p. 250), using a No. 8 sieve as required in addition to the screens specified in Method D18.

The No. 8 sieve shall be a United States standard

sieve, meeting the requirements of A. S. T. M. Ell.

(See 500.2, p. 1.)

(c) Cementing value: United States Department

of Agriculture, test. (See 510, p. 187.) NOTES

1. In economical construction of gravel roads, it

is necessary to use the best available local materials. In promulgating this master specification, the Federal Specifications Board does not intend, therefore, that the use of its requirements shall be strictly

mandatory; where material conforming to the re- quirements is not econmically available the master

specification should serve as a guide in the selection

of material.

2. In the Northern States it is the current practice

to use sand gravel on clay subgrades, and sand-clay

gravel on sandy subgrades. In the Southern States the practice is to use either the sand-clay gravel or a washed gravel bound together with added clay or sand clay. Federal Specifications Board, specification No.

455, United States Government master specification for broken stone, broken slag, or gravel for bitumi- nous surface treatment, January 25, 1927. (See 512.13, p. 240.) National Sand and Gravel Association, Bulletin 3, representative specifications for different uses of sand and gravel, November, 1928. (In this bulletin representative specifications for sand and gravel, many of which are presented in this volume, have been summarized.)

National Sand and Gravel Association, suggested

commercial sizes of sand and gravel (tentative).

Gravel

Size

No. 4, 14. inch...

No. 4, % inch No. 4, 1 inch

No. 4, 1J4 inches.

No. 4, 2J^ inches. %, 2y2 inches

Common uses

1Gravel for bituminous macadam or bituminous

surface treatment. Coarse aggregate for thin concrete sections; as, for example, curb and gutter work, building

block, etc. /Gravel for maintenance of gravel roads.

\ Gravel for light reinforced concrete construction. /Gravel for light reinforced concrete construction. /Gravel for concrete highway construction. [Gravel for reinforced concrete work.

^Gravel for concrete highway construction. [Gravel for railroad ballast. /Gravel for concrete highway construction. /Gravel for heavy reinforced concrete work.

Gravel for foundation course of gravel or water- bound macadam roads.

Note.—In connection with sieve sizes, see A. S. T. M. Ell, 500.2

p. 1.

(For commercial sizes of sand, see 512.12, p. 235).

United States Department of Agriculture, Bulletin

1216, method of test for abrasion of gravel, 1928.

A. TEST FOE GRAVEL CONTAINING NO CRUSHED

PIECES

1. The sample shall consist entirely of uncrushed

fragments of gravel, and the test shall be made using one of the four gradings (A, B, C, or D) given in paragraph 3. The grading most nearly representing that of the material furnished for the work shall be

selected for the test.

2. The aggregate shall first be screened into the

different sizes required for the test, and the material

of these sizes shall be washed and dried.

3. The sample shall consist of 5,000 g of the dry

gravel, with the different sizes combined to conform

to one of the following four gradings:

Table 2.

Gradings of gravel

Grading

Size of screens (circular openings) Percent- age Passing

Retained on—

A

Inch

1 ^

1

I 2

{ *

{ i*

{ p.

Inch

y>. H

im

y

%

i %

y*. y

25

2525

2525

25

5050

50

50

50

B

CD

4. The sample for the test shall be placed in the

cast-iron cylinder of the Deval abrasion-testing

machine as specified for the abrasion test for stone. (See 510, p. 187.) Six cast-iron spheres 1.875 inches

in diameter and weighing approximately 0.95 pound

(0.45 kg) each shall be placed in the cylinder as an

abrasive charge.15 5. The duration of the test and the rate of rotation

shall be the same as specified for the standard test

for stone; namely, 10,000 revolutions, at a rate of 30

to 33 revolutions per minute. At the completion of the test the material shall be taken out and screened over a No. 12 sieve, conforming to the requirements

of the standard A. S. T. M. specifications for sieves, Ell (500.2, p. 1.) The material retained upon the

sieve shall be washed, dried, and weighed. The differ- ence between this weight and the weight of the original sample, expressed as a percentage of the original weight, shall be considered as the loss by abrasion.

6. When the gravel has a specific gravity below

2.20, a sample of 4,000 g, instead of 5,000 g, shall be used for the test. The testing procedure shall be the same in all other respects.

7. When the gravel, as used in the work, contains

as much as 25 per cent of material finer than onehalf inch, but is of such size that either grading A,

B, or C would be used for the abrasion test, a second

abrasion test shall be made, using grading D, if, in the opinion of the engineer, the particles finer than

one-half inch are not at least equal in hardness to those coarser than one-half inch.

B. TEST FOR GRAVEL CONTAINING CRUSHED

PIECES 16

8. Gravel containing more than about 10 per cent

of crushed pieces shall, for the purpose of this test,

is These spheres are the same as those used in the standard rattler

test for paving brick.

16 For the purpose of this test, a crushed gravel fragment may be

considered as a fragment of gravel having at least one fractured face.

219
512.11 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

be considered as crushed gravel. In such cases the

abrasion test shall be made on a representative

sample of the whole, including the crushed pieces,

following the procedure described in paragraphs

1 to 7. The percentage, by weight, of crushed

pieces shall be determined and the permissible per- centage of wear which shall govern for any given

sample shall be calculated from the following formula: w AL+(100-A) U

100

in which

A = percentage of uncrushed pieces. 100 — A = percentage of crushed pieces.

L = maximum percentage of wear permitted

by the specifications for gravel containing no crushed pieces. JJ = maximum percentage of wear permitted

by the specifications for gravel consisting entirely of crushed pieces.

W=permissible percentage of wear. United States Department of Agriculture, Bulletin

1216, method of test for quantity of soft pebbles in gravel, 1928.

1. The method consists in determining the resist- ance of the pebbles to uniform static pressure.

2. A sample of at least 1,000 g shall be separated

into three sizes and subjected to uniform pressure without impact, as follows: Pounds

0.185 inch to 0.375 inch 35

! .375 inch to .750 inch 60

.750 inch to maximum size _- 75

3. Pebbles crushing under these loads shall be

classed as soft pebbles, and shall be reported as a percentage of the original sample by weight.

4. Disintegrated rocks or other rocks which will obviously break up into fine material during the

screening or mixing operation shall not be considered

in this test. Note.—A satisfactory instrument for classifying soft stone by this method was devised by the late W. H. Douglass, of the Iowa highway

commission. A description of this apparatus follows: The Douglass stone meter consists of a jack acting through the specimen to compress a calibrated spring. The jack, which is of tho rack and pinion type, is located in the base of the machine and is actuated by means of a hand lever attached to the shaft of the pinion. To the base are attached two vertical standards which are attached

to each other by two cross members, one at the top and one near the

center. The coil-compression spring is located between these two

cross members. The top of the spring bears against the top cross bar and the bottom against a collar on the movable plunger which passes through both cross members and the spring. To the lower end of the plunger is screwed a mechanic's jack which allows adjustment for the various sizes of stones and also carries a ball and socket head. The top end of the plunger is graduated to read the desired pressures

as it passes through the top cross member. United States Department of Agriculture, Bulletin 1216, method of test for the toughness of gravel, 1928. The material to be tested is accurately quartered

until a sample is obtained which contains at least 50 pieces, ranging in size from three-quarters inch

to 2 inches in diameter. Care should be taken to

see that the various sizes appear in about the same

proportion as in the original sample. The pieces thus obtained are then tested individually by first determining the average diameter across the shortest dimension and then subjecting each to a single blow

of the hammer, using the machine described in a paper printed in the Proceedings of the American

Society for Testing Materials for 1922 entitled "An

Impact Test for Gravel," by F. H. Jackson, Bureau

of Public Roads.

Note.—It is suggested that the height of fall shall be that indicated

in the following table:

Diameter

of particle

Height of fall

Sedi- mentary

origin

Igneous

or meta- morphic

origin

Inches %

1VAm

Inches

2

3

4

5

Inches

3

4

5

6

Failure in this test shall be construed as the

actual crushing or splitting of a fragment under a

single blow of the hammer.

United States Department of Agriculture, Bulletin

1216, method of determining quality of glacial

gravels by lithological count of particles, 1928. From 100 to 200 pieces of gravel stones, selected

at random, ranging in size from one-half inch to 2

inches, shall be separated into the various rock types

and the percentage composition noted.

Note.—This is a simple test which, especially in dealing with the northern glacial gravels, will obviate considerable laboratory work. There is no single laboratory test for this type of material which will give such conclusive results as to quality of the material as this when

the adjacent bedrock and direction of the glaciation are known. 512.12 Sand.

American Association of State Highway Officials, tentative standard specifications for highway materials, 1927. BITUMINOUS SAND

1. This specification covers the general characteristics and grading of sand for use in bituminous

pavements, bituminous mortars, bituminous filler or

mastics.

2. The sand shall consist of grains of quartz or other hard, durable rock, moderately sharp and

free from a coating of any injurious material. The

sand shall be free from lumps of clay, loam, organic matter, or other foreign matter.

3. When tested by means of laboratory screens, the sand shall conform to the following requirements:

PassingRetained onMinimum Maximum

4-mesh

10-mesh 40-mesh

80-mesh

200-mesh

10-mesh 40-mesh

80-mesh

200-mesh

Per cent

1025

1 12

Per cent

5 40

60

45

6

1 For sheet asphalt the minimum requirement shall be 16.

4. Sampling and testing, A. S. T. M. method D75.

(See 510., p. 184.) American Ceramic Society, tentative method for complete sand analysis, 1928.

(A) PREPARATION OF THE SAMPLE

The sample may be a well-mixed unground portion

or it may be ground in an agate mortar.

(B) SOLUTION OF THE SAMPLE

Weigh out a 10 g sample and place it in a platinum

dish of suitable size; 250 cc is recommended.

Moisten the sample with water and add 2 cc concentrated sulphuric acid. Fill the platinum dish two220
STONE, SAND, AND CEMENTlTIQUS MATERIALS 512.12

thirds full with concentrated hydrofluoric acid and

evaporate on the sand bath, or if so desired on the hot plate, with an asbestos board beneath, to a volume of about 50 cc. Care must be taken to avoid mechanical losses. Examine the contents of the dish, and if complete solution of the sample has not taken place, add more hydrofluoric acid and

evaporate again. When complete solution of the sample has been accomplished evaporate to copious

fumes of SO3, add one or two drops of fuming nitric acid to oxidize any organic matter. Cool the solution, dilute to about 100 cc, filter, and transfer any

residue left in the platinum dish to the filter. Wash

the filter five times with hot water, place in a covered platinum crucible, dry, and ignite until the filter paper has entirely burned off. Cool the crucible,

add about 2 g of sodium carbonate and fuse over a Meker burner or its equivalent. CoOl the crucible, dissolve the melt with dilute hydrochloric acid and

hot water in a small covered beaker. If a residue

still remains after this treatment, filter into the main

solution and wash four times with hot water. Dry

and ignite the filter in a covered platinum crucible and fuse with 1 g of potassium pyrosulphate. Dissolve the melt in dilute hydrochloric acid and hot water and add to the main solution. Evaporate the total solution to a small volume and

transfer to a platinum dish. Add 5 cc of concentrated hydrofluoric acid, evaporate to fumes of sulphuric acid, cool, wash down the sides of the dish with hot water, and again evaporate. Cool, add

50 cc of water and allow to stand five minutes. If the solution is not clear, filter and wash the residue

six times with hot water.

(C) R2 3 Heat the filtrate from "Solution of sample" to

boiling; add two or three drops of methyl red indi- cator, and then dilute ammonium hydroxide drop

by drop to a yellow end point. Boil from one to two

minutes and filter immediately. Transfer the contents of the dish or beaker to the filter with hot two

per cent neutral ammonium chloride and wash five times with this solution. Dissolve the precipitate

in the minimum amount of hot hydrochloric acid

(1 to 10) receiving the washings in the original

beaker in which the precipitation was made. Wash

the filter thoroughly with hot water and reserve. Precipitate again as before with the aid of macerated

filter paper if desired to aid in filtering. Transfer

the precipitate quantitatively to a filter with hot

neutral two per cent ammonium chloride or ammonium nitrate and wash six times with either of these

solutions. Place the reserved paper and the precipitate and

paper in a previously ignited platinum crucible weighed with cover; dry, and ignite under good

oxidizing conditions at approximately 1,100° C,

finally covered. Cool in a desiccator over a good

desiccant, never calcium chloride, and quickly

weigh the covered crucible. Repeat the ignition

until constant weight of "R2O3" is obtained.

(D) CaO

Combine the filtrates from the two R2O3 precipitations, make slightly acid with dilute hydrochloric

acid and evaporate to a volume of about 150 cc. Add a slight excess of dilute ammonium hydroxide

and heat to boiling. Add slowly, with constant

stirring, 10 cc of a 4 per cent solution of ammonium

oxalate and boil five minutes. Let stand on steam

bath for at least four hours or preferably overnight. Transfer the precipitate to a small filter and wash

with ten 5 cc portions of cool 1 per cent ammonium

oxalate solution. Place in an ignited platinum

crucible weighed with cover, dry, and ignite at

approximately 1,000° C. Cool over a good desic- cant, never over calcium chloride, and quickly weigh

the covered crucible. Repeat the ignition until constant weight is obtained.

(E) MgO

Make the filtrate from the oxalate precipitation

distinctly acid with HC1, and add one-half gram of diammonium phosphate (NIL.) 2HPOj; evaporate

to 150 cc and cool. Add ammonium hydroxide

slowly to a slight excess. Stir vigorously until precipitation begins. After several minutes add

ammonium hydroxide (specific gravity 0.90) to make one-ninth by volume. Let stand overnight.

Filter on a previously ignited and weighed Gooch

crucible or on filter paper if so desired. Wash with

5 per cent by volume ammonium hydroxide five times, dry and ignite gently. Finally ignite to constant weight at 1,100° C. as Mg2 P2 7 .

(F) IGNITION IOSS

Ignite 5 g of sample at approximately 1,100° C.

in an ignited and weighed platinum crucible to constant weight. Report the loss in weight of the sample as per cent ignition loss. American Foundrymen's Association, standard

and tentatively adopted methods of testing and

grading foundry sands, 1928.

I. STANDARD TESTS

1. DETERMINATION OF MOISTURE

1. The moisture content of a sand sample is to be determined as follows: Dry 100 g of tempered

sand for one hour between 105° and 110° C. When

dry reweigh. The loss of weight in grams is the moisture content expressed in percentage.

2. PERMEABILITY TEST

A. Definition of Permeability

2. The term "permeability" as used in this test

is that physical property of sand which permits the passage of gases. It is upon this property of per- meability that the venting qualities of sand molds

and cores depend. A sand of high permeability has good venting quality because of its "openness."

The natural characteristics of the sand and its binders, the density with which these are packed, and

the percentage of moisture used for tempering, are important factors in regulating the degree of per- meability. The object of the permeability test is to determine that physical property of the sand

called permeability. This is ascertained by measuring the rate of flow of air through a standard speci- men of sand under a given pressure. It may have

for its purpose the making of standardized tests or the routine control of sand mixtures in foundry

operations.

B. Apparatus Needed for Test

3. Pedestal for specimen tube holder.—Permeability specimen tube holder. Rammer. Permeability air-flow apparatus.

C. Description of Apparatus

4. (a) Sand container or specimen tube.—The

sand container (H, figs. 92 and 93) is a brass cylinder

5 inches (12.70 cm) high and 2 inches (5.08 cm)

inside diameter.

5. (6) Sand container pedestal.—A pedestal is provided which the sand container (H, fig. 92)

rests while the sand is being placed in it, and while

the ramming operation is being performed,

221
512.12 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

6. (c) Container auxiliary screen for testing dry sands and sands with very little bond.—If dry sand is to be tested, a special cap having a 60-mesh brass screen bottom should be used, to slip into the lower end of the sand container. For ramming dry sand

the pedestal must be placed upside down under the

container. This supports the screen during ramming, and keeps the sand sample at proper height

to use the tolerance marks (par. 8) as a guide.

stops is sufficient to permit a 2-inch (5.08 cm) move- ment of the weight. The total weight of the assembled rammer, including rammer head, rod, stoDS, and weight, is 17.5 pounds (7,937.86 g).

8. On top of the upper steel guide is attached a

scale (B) with three lines marked on it. If the upper end of the rammer rod is between the upper and lower

of these lines after the third ram, it indicates that the sand sample is within the allowable limits of thickFigure 93.

Details of permeability apparatus. (See figure 92 for finished assembly view)

7. (d) Sand rammer.—The sand rammer 17 is shown in Figure 91. It consists of a steel rod (R) supported by two guides (G, (?') A steel rammer

head (D) is attached to the lower end of the rod (R)

and has a sliding fit in the sand container (H, fig. 92). A cast iron weight (H) weighing 14 pounds (6,350.29

g) slides on the rod, its movement being regulated

by two stops (S, S'). The distance between these

17 The committee investigations show that the character of the support on which the rammer sets has some influence on the test results and accordingly it recommends the use of a solid metal or concrete bench support for the rammer.

ness. The sample after ramming should be 2 inches

(5.08 cm) high, plus or minus % inch (0.3175 cm).

9. (e) Permeability air flow apparatus.—The parts

of the permeability apparatus (figs. 92 and 93) are

as follows: A tank (A) made of copper (tin lined), or other suitable material, and provided with a vertical

air outlet tube (C) coming up through the bottom of the same. When in use this tank is partly filled with

water as described in paragraph 16. A stopcock

may be provided on the side of tank (A) at the bottom

to drain off the water when the apparatus is not in

use, or when adjusting the water level.

222
Miscellaneous Pi'ubiications. Bureau of Standards. No. 1 10

Figure 55.,

Penetrometer Figure 73.

Assembly of apparatus
Miscellaneous Publications. Bureau of Standards. No. 110

Figure 91.Permeability rammer

Figure 118.Emley plasticimeter
STONE, SAND, AND CEMENTITIOUS MATERIALS 512.12

10. Bell (D) has a vertical tube (CI, fig. 93) which

slides inside the air outlet tube (C2) in tank (A). Near the top of this tube are several vents (F) to permit the air to be forced out of bell (B) . A 3-way

valve (Z)) is attached to the lower end of the outlet tube (C) from tank (A). The opening in the valve should not be too small, preferably not less than 0.03 square inch (0.7742 mm 2

) so as to permit the air to pass through freely. A valve indicator (E) is provided, marked "On," "Off," and "Vent," to show

when the valve is in position to let air from bell (B) through sand in sand container (H) , to shut off flow

of air from bell, or to permit air to enter by-pass

while raising the bell. 11. A nipple over which fits a rubber stopper (F), which is held in place by two locknuts, is attached

to the lower side of the valve.

12. An orifice plate (G) for use in rapid control work, is screwed into the lower end of the nipple

below rubber stopper. The orifice plates (G) can be

seen on the shelf at base of tank. For a description

of this rapid control method see paragraphs 45 to 58, inclusive.

13. The rubber stopper (F) fits into a sand container (H).

14. In front of the tank (A) there is a manometer

(7), having a scale divided into centimeters and

millimeters. This connects with a brass tube that

passes down through the rubber stopper (F) . 15. All parts are of brass, except those described

as being made of other materials, and except the stand or base.

16. Before using apparatus the tank (A) is to be

filled with water to within 4% inches (12.065 cm) of the top.

17. As the bell (B) sinks into the water in tank (A)

it forces air into the outlet pipe through the valve and through the sample of sand packed in the container (H).

18. The pressure of this air is read on the manometer 18 (I). Since the pressure recorded on the manometer depends on the weight of the bell (B), and on its cross-sectional area, the weight should be

made such as to give a pressure of about, but not

less than, 4.8 g per square centimeter.

19. There should also be a weight (TF) provided,

which can be placed on top of bell (B), sufficient to increase the manometer pressure reading to 10

centimeters. 19 This latter pressure is more con- venient for testing very fine sands and for rapid work.

20. The bell (B) has several lines marked on it, the lowest being "X," the second "0," the next "1,000" and the fourth "2,000." These indicate that the capacity of the bell between the "0" and

"1,000" marks is 1,000 cc (61 cubic inches), and

between "0" and "2,000" it is 2,000 cc (122 cubic

inches)

.

21. The object of having the mark "X," which is about s/i inches (19 mm) below the zero mark, is to

insure raising the bell to the proper height, so that when it is necessary in a standard test to read the time required for the bell to sink from zero to 1,000

or 2,000 the zero mark will be clearly visible. 22. To raise the bell, turn the indicator (E) on. valve plug to "vent." This allows air to enter through the by-pass instead of having to be drawn

through the sand. Then turn indicator to "Off"

and the bell will remain in its raised position. When

18 Expansion bulb manometer use permissible so permeability can be read directly.

18 If less than 5 cm pressure is recorded the bell sinks too slowly when a very fine sand is tested. The amount of pressure can be deter- mined by attaching the empty sand container to the apparatus, plugging its lower end with a rubber stopper, and opening the valve.

ready to start the test, turn indicator to "On" and

the bell will sink as air is forced through the valve.

D. Preparation of Sample to be Tested 23. (a) Selection.—The sample to be tested should

be an average one, representative of the heap, floor, car, bank, or other source from which it is taken.

24. In testing new sand for permeability it is absolutely necessary that the sand be properly

sampled and uniformly tempered. For plant check

or control tests upon facing or heap sands in daily use one may test the sand as tempered for molding.

25. (b) Preparing new sand for testing.—Since it is the object to determine the maximum permeability 20 under suitable foundry working conditions, in the examination of new sands, experiments should

invariably be made with several water contents in order to ascertain that amount which develops the maximum degree of permeability.

26. It is advisable in most cases to try percentages

of water beginning with 4 per cent and increasing by

stages of 2 per cent up to and including at least 8 per

cent. Sometimes it will be found difficult to make a

test with a water content of an exact predetermined

percentage.

27. The permissible extent of deviation from the predetermined amount should in no case be more

than one-half per cent, and can be intelligently

determined by the careful experimenter who

observes critically the tendency of a sand to show

widely differing permeability values as the water

content is appreciably changed. A deviation not

exceeding 0.2 per cent (for example, 5.8 per cent or

6.2 per cent in the case of an attempt to get 6 per

cent) can be considered as entirely satisfactory for the determination of the permeability at the nearest

fixed percentage.

28. The exact percentage of moisture, even if within 0.2 per cent, should be reported.

29. Supplementary tests with lower percentages of water than 4 per cent and higher percentages than 8

per cent should be made if and when the facts ascertained justify such tests. For example, when a

strength value considered proper to report is obtained on a sand with a moisture content below 4 per cent

or above 8 per cent and a permeability value on the sand is desired, a test for permeability should be conducted with the sand tempered with the same amount of water as in the case of the strength test. In such cases, a sufficiently large sample of the sand

should be tempered, to permit making both of these

tests. 30. (c) Examination of new sands.—In the examination of new sands, proceed as follows: Dry at

least 1,000 g of sand for one hour at a temperature

not lower than 105° C. nor above 110° C. Care

should be exercised to spread the sand over a large area in a thin layer in order to expel all the moisture

in a given time. This will make it possible to add

the proper amount of water and give the sand the

desired moisture content.

31. After the sand has cooled, measure out the

desired quantity of water, adding sufficient extra water (usually from one-fourth to 1 per cent) to allow

for evaporation during mixing. Thus if it is desired

to add 4 per cent water and one-half per cent extra water is needed, one would add 47 cc (since 1 cc of

!0 Optimum water content. This term has frequently been used

in connection with the permeability and strengths of sands, and

refers to that water content of the sand which gives the highest values

for permeability or strength, respectively. As some misconceptions have arisen regarding the use of this term, the committee thinks it desirable to call attention to the fact that the optimum water content

does not necessarily mean the " best tempered condition," or that the optimum water content represents the best tempered point at which

the sand is worked,

223
512.12 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

water weighs 1 g) to 1,000 g, and secure a total weight of 1,047 g.

21 32. For the tempering operation, spread the sand on a smooth, flat, dry surface in a layer about 1 inch thick, sprinkle a small quantity of the required water evenly over the sand, and work the latter gradually. Again spread it into a thin layer and

repeat the above operations, adding more water. Continue to do this until all of the water has been

thoroughly distributed through the sand. There

should be no dry lumps or other evidence of uneven

tempering.

33. The sand should now be allowed to stand in order that the maximum temper may be developed.

To secure this temper, place the sand in a humidor

or air-tight receptacle 22 and allow it to stand for 24

hours. After this the sample is ready to be tested, as below.

34. Take the entire sample of sand from the humidor. Pass this entire sample twice through a

coarse riddle and return the sand as quickly as possible to the humidor or receptacle. From this take sample to be tested for permeability; also sample to be tested for moisture content, and for strength if desired.

E. Determination of Moisture Content

35. Determine moisture as specified in paragraph 1.

F. Ramming of Specimen

36. Take a sufficient quantity (from 150 to 175 g) of tempered sand to make a column 2 inches (5.08 cm) high, with a tolerance of 4 per cent. (Par. 8.) The sand should be carefully placed in the container

(H, fig. 92) and leveled off. 37. Place pedestal and container with sand in position beneath rammer.

38. Gently lower rammer rod with head into container until they are supported by the sand. Raise rammer head to the upper stop and let fall. Repeat

twice, making a total of three rams. Note whether

the upper end of the rod is within the tolerance marks.

If not, discard the sample and put in another lot of tempered sand of sufficient quantity to yield a column of the required height. This is usually

accomplished on the second trial. 39. Lift rammer rod until disk at lower end of rod

is free from the sand container, and take container

off of pedestal. (A, fig. 91.)

G. Measurement of Air Flow

40. Before attaching sand container with speci- men, open valve indicator (E, fig. 92) and raise bell (B) until mark "X" appears. Then turn to "Vent"

position. Attach sand container to rubber stopper

(F, fig. 92), moistening sides of stopper before applying, to prevent air leakage. Open valve to "On"

position. Note scale on side of bell (B), and as cup

sinks, and zero mark on scale passes edge of tank

(A), start stop watch.

41. Read pressure 28 in manometer tube as soon

as the pressure reading becomes steady. The instant the "2,000" mark on bell (B) reaches upper edge of tank (A), the stop watch should be stopped and

time recorded. This represents the time required

to force 2,000 cc of air through the sand. The time

21 Moisture content for all molding sand determinations and tests

is to be expressed as the percentage of moisture in the damp sample of sand. It is not proper to calculate the amount of moisture proportionate to the weight only of the dry sand.

22 A 2-quart preserve jar, with glass top and rubber ring, makes a good humidor.

23 In using a U tube manometer, the pressure reading is obtained by

taking the sum of the pressures in the two legs of the tube. If a

single leg expansion bulb manometer is employed, only a single read- ing is, of course, necessary.

and pressure obtained as above are to be used as described in paragraphs 42 to 44, inclusive.

H. Calculation of Permeability by Standard Method 2*

42. The degree of permeability as determined by

this test is found by employing a formula. By its use, permeability is ascertained as the volume of air per minute, per gram per square centimeter pressure, per unit volume in specimen.

43. Permeability equals the number of cubic centimeters of air forced through the sand specimen,

multiplied by the height of the sand specimen in centimeters; and this product divided by the product

of the pressure in grams, the area of the sand speci- men in square centimeters, and the time in minutes.

Thus

cm' of airXcm height of specimen rermeability—

gjamg pressureXcm2 area of specimen xminutes

44. The method of conducting the permeability

test herein described calls for 2,000 cc of air to be

forced through the specimen; 5.08 cm (2 inches) to be the height of the specimen; and 20.268 square

centimeters (3.1416 square inches, to be the area of the specimen. These fixed quantities are therefore substituted as constants in an equation as follows: = 2,000 X 5.08 Permeability

2Q 26g x g^^. pressure x minutes Reduced to its simplest terms this equation reads:

fi0l.2 Permeability = preSsure X minutes

I. Rapid Method for Using the Permeability Apparatus

45. By making a slight change in the standard

apparatus, which can be quickly readjusted for standardization purposes, greater rapidity of operation can be obtained at a slight sacrifice of accuracy.

46. This change consists only in inserting one of two standardized orifice plates (G, fig. 92) in the

lower end of nipple in stopper. These orifice plates

must be lined with some material which does not

corrode or wear rapidly. Hard gold is recommended

for this purpose. 25 47. (a) Orifices.—Two orifice plates of brass are used (G, fig. 93) . These plates are so designed as to be screwed into the lower end of the nipple in stopper

(F, fig. 92), which is threaded on the inner side and

has the end faced square so that the orifice plate,

which is provided with a gasket, can fit snugly

against it and make an air-tight joint. Through

the center of each orifice plate a hole is drilled, counterbored at both ends. The hole in each

orifice plate is filled with a hard-gold plug, through

which plug another hole is drilled. The holes constituting the two orifices should be drilled exactly

0.5 mm (0.0197 inch) and 1.5 mm (0.0590 inch),

respectively. For the last-named hole drill No. 53 may be used.

48. The orifices are standardized 26 as follows: The smaller orifice plate is screwed into its place

in the nipple, but the sand container is not attached

to the apparatus. The weight (W, fig. 92) is added

to the top of the bell so as to give 10 cm pressure.

49. Raise the bell (B) and allow it to descend,

noting the time required for the cup to settle from

the "0" to the "2,000" mark. This gives the time

« For shop control, short-cut methods are used as described under

paragraphs 45 to 58. ! 25 The plugs through which the orifices are drilled are so small that

it is not a serious item of expense to make them of gold. Jewelers have furnished these for $5 a pair.

26 The permeability apparatus operated with the orifices employs

the principle of the Saeger permeability apparatus (A. F. A. Transaction, 32.pt. 2, p. 134), and the relation between permeability and

pressure on the sand is worked out exactly as for that apparatus.

224
STONE, SAND, AND CEMENTITIOUS MATERIALS 512.12

required to pass 2,000 cc of air through the orifice, and should be 4.5 minutes. If the time required

to accomplish this is greater than the above,

the orifice is too small and should be carefully

reamed out until it passes 2,000 cc of air in the proper

time. If the time is less than 4.5 minutes the orifice must be compressed to a smaller size and rereamed

until it is of the correct diameter.

50. The second orifice, with 1.5 mm opening, is standardized in the same manner, except that it should be made to pass 2,000 cc of air in 0.5 minute.

51. Both orifices should be calibrated to within 1 per cent. The smaller orifice is to be used with

medium to fine grades of sand and the larger one

with medium to coarse grades.

52. The orifice plate, which is adapted to the sand

to be tested, is to be screwed into its place in the

nipple. The sand container with the sample of rammed sand is placed in position. Turn 3-way

valve to "Vent" and raise bell (B). Turn valve

to "On" and allow bell (B) to sink. Read pressure on manometer (/, fig. 92) and close valve.

53. To test additional samples, proceed by placing them in position in the machine, turning valve

to "On" each time and long enough to get a reading on the manometer. Bell (B) need not be raised again until it has sunk to rest on the bottom of the

tank.

54. Knowing the pressure obtained as above, the permeability of the sand can be obtained from the Table 1 given below. The columns headed "Pressure"

give the readings on the manometer ranging from

to 10 cm. The other columns give the permeability values for the two orifices corresponding to the pressures shown.

55. To obtain the permeability value of any sand

from this table, note from it the pressure corresponding nearest to that indicated by the manometer. Then look on same line in column corresponding to

orifice used and read the permeability value.27 56. (6) Selection of orifices.—The two sizes of orifices are provided so that there may be no difficulty in obtaining permeability values in testing sands of widely varying characteristics. As the experimenter

acquires experience, he will be able to make the most

discriminating selection of either orifice. It will be found that the orifice which has a diameter of 1.5 mm

gives the most satisfactory results in permeability

values from 36 up, as shown in Table 1, and that the

orifice having a diameter of 0.5 mm gives the most

satisfactory results for permeability values from 49 down.

57. A neutral zone exists in which certain sands may conveniently be gaged as to permeability values,

using either orifice, for the service ranges of the two

orifices overlap to some extent. Within or close to the neutral zone the experimenter applying one orifice may obtain a value which does not afford a satis- factory comparison. In such cases, when a very slight difference in pressure gives a permeability value

proportionately too great, the use of the other orifice should be resorted to. Experimental use of both

orifices will readily determine the desirable one to employ, gaged by permeability values that are

proportionate.

17 For shop control work, the pressure reading is sometimes used

without reference to the permeability chart.

Table 1.

Permeability test pressures and corre- sponding values, as obtained with orifice plates

Pressure

0.1.

.2.

.3.

.6.

.7.

.8.

.9. 1.0.

1.1 1.2. 1.3.

1.4.

1.5.

1.6. 1.7.

1.8.

1.9.

2.0.

2.1.

2.2.

2.3. 2.4. 2.5.

2.6.

2.7.

2.8.

2.9. 3.0.

3.1.

3.2.

3.3.

3.4.

3.5.

3.6.

3.7.

3.8. 3.9.

4.0.

4.1.

4.2.

4.3. 4.4.

4.5.

4.6.

4.7. 4.8.

4.9.

5.0.

Permeability

Small

orifice 0.5 mm

49

47

4442

40

38

36

34

33

3130

29

28

2725.8

24. 2

23.4

22. 7 21.8 21.0

20.

19.5

19. 18.4

17.8 17.3

16.7

16.2 15.7

15. 2 14.7

Large

orifice

1.5 mm

2,450

2,000

1, 620

1, 350 1,200

1, 060

950

860

780

710

650

610

550 525

492

467 440

417 398

376

358

341

326

313 300

287 275

264

253

243 235 226

219 212

205

198

193

185 178

173

167

163

156

151 146 142

138

Pressure

5.1.

5.2.

5.3.

5.4. 5.5.

5.6.

6.7.

5.8.

6.9. 6.0.

6.1.

6.2.

6.3.

6.4. 6.5.

6.7.

6.8.

6.9. 7.0.

7.1.

7.2.

7.3. 7.4.

7.5.

7.6.

7.7. 7.8.

7.9.

8.0.

8.1.

K.2. 8.3.

8.4.

8.5.

8.9. 9.0.

9.1.

9.2.

9.3.

9.4. 9.5.

9.6.

9.7.

10.0.

14. 3 134

13. 8 128

13. 4 126

13] 122

12. 6 119

12. 2 116

11. 8 112

11. 4 108

11.0 105

10. 7 102

10.3 99

10. 96

9 7 93

9! 4 90

9. 88

8. 8 86 8.5 82

8. 2 80

7. 9 77 7.7 75

7. 5 73

7. 2 70

7. 67

6.7 65

6. 5 63

6. 3 61

6. 68

5. 8 66 6.6 54

6. 3 52

5. 1 50

4.

9

48

4.7 46

4.4 44

4.2 42

4.0 40 3.7 38

3.5 36

3.3

3. 1

2.9 2.6 2.4

2. 2 1.9

1.7 1.4

1. 1

58. It is possible to make from Table 1 a direct- reading scale, which can be attached to the manometer, thus permitting the permeability value to be

read without reference to the table.

J. Testing Permeability of Dry Sand Specimens

59. Where it is desired to determine the permeability of a dry sand containing little or no bond,

this may be done by first placing on the bottom of the standard permeability test specimen holder an

225
512.12 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

attachment consisting of a screen of 60 mesh. The

required amount of sand is then placed in the speci- men holder, rammed according to the method outlined in paragraphs 36 to 39, inclusive, and the per- meability determination made in the manner de- scribed in paragraphs 40 to 44, inclusive.

K. Precautions to be Observed in Using Permeability Apparatus

60. While the permeability apparatus recom- mended by the subcommittee on tests has given

almost universal satisfaction, occasional complaints

have been received regarding it. Investigation of

all of these complaints has shown that in nearly every

case unsatisfactory results are due to lack of proper

caution in handling the equipment.

61. Orifices.—These should be kept clean at all times. If any dirt collects in them it should be removed with a soft wooden point and never with a metal point or wire. This is because the orifices are

carefully drilled to exact size and any scratch will vary the size of the opening. Care should be taken

to prevent moisture from collecting in them, as even a film of water will change the calibration. In case

of doubt regarding the presence of moisture, blow

a current of dry air through the opening.

62. Accuracy.—Attention is called to the fact that the orifice method for determining permeability does not possess the accuracy of the standard method.

In case there is any doubt as to which orifice to use, the determination can be checked against the standard method.

63. Leveling the machine.—In order to insure smooth descent of the bell, the machine should be

set level and the weight that is placed on top of the

bell should be set on the center of the latter. If the machine is used in the foundry it is desirable to have a small level on it. 64. Bell.—The bell should be raised slowly, and

not with a jerk, to avoid splashing water into the air outlet tube and into the orifice with resultant stop- page of the latter. 66. Air outlet.—This should be kept dry. It is a good plan to wipe it out at frequent intervals with a

rag fastened to the end of a stick to prevent moisture

from condensing on the inner surface.

68. Checking up for leaks.—From time to time the

air-flow system should be checked to see if leaks have

developed. This can be done by placing a rubber

stopper in the bottom of the permeability specimen

tube holder, attaching the tube holder to the stand- ard rubber stopper of the apparatus and opening

the stopcock to the "On" position. If there are no leaks, the manometer tube should register a con- tinuous pressure of 10 cm.

3. COMPRESSION STRENGTH (GREEN -SAND STRENGTH)

A. Equipment Needed

67. Specimen tube (permeability type) (par. 4). Rammer (permeability type) (fig. 91). Stripping post (par. 71). Compression apparatus (par. 74).

B. Selection and Preparation of Sample for Testing 68. The selection and preparation of the sample

to be tested should be according to the procedure

outlined for the selection and preparation of the sample to be tested for permeability. (See Sec. I, 2, pars. 23 to 35.)

C. Method of Procedure in Testing for Strength by Compression Method

69. Take the entire sample of sand from the humidor. Pass this entire sample twice through a

coarse riddle and return the sand as quickly as possible to the humidor or receptacle. From this take sample to be tested for strength and test as

specified in paragraphs 71, 72, and 73, which gives the controlling specifications as set up by the committee.

D. Forming Test Specimen

70. The test specimen used is the standard per- meability specimen, made according to the specifi- cations of Section I, 2, paragraphs 4, 36, 37, and 38. The permeability test and moisture (Dietert

method 28 determination may be first made.

E. Stripping Post 71. The specimen is then removed from the per- meability tube by the use of a stripping-post apparatus. A stripping post is a wooden or metal post

inches in diameter and 5 inches long with a

flange at the base % inch wide and }i inch thick. In the center of the top of this post is a dowel

projection about % inch high and Ym inch in diameter. On top of this post is set a metal disk (the bottom to take the dowel of this post for centering)

which slides loosely into the sand container. The

disk has a thickness of about % inch with a slight

outward taper from the bottom to the top. The

metal disk on which the sand specimen is set in the "Adams" compression machine can be used for this purpose.

F. Controlling Specifications in Making the Compression Test 72. The compression test shall be made on the green-sand permeability specimen, after it has been

removed from the permeability cylinder, by applying a load uniformly to the two plane surfaces of the specimen at a rate of 30 pounds per minute with a

leeway of 10 pounds per minute in either direction, the load to be applied along the axis of the cylindrical specimen.

73. If the test result of one specimen varies more than 10 per cent from the average of all, this result must be discarded and another specimen

tested. The compressive strength should be the average of three tests and is to be expressed as pounds per square inch of sand of cross-sectional

area.

G. Compression Test Apparatus

74. Any apparatus in which the test can be per- formed following the specifications of paragraphs

72 and 73 may be used. Several different types of compression apparatus have been used.

Note.—The specification includes descriptions of two designs,

(1) Saeger compression apparatus, and (2) Adams compression

apparatus.

4. FINENESS TEST

A. Foreword

75. The fineness of a sand refers to the fineness

of the grain. In general, the sand particles may

be divided into two groups, the larger ones repre- senting sand and the finer ones representing clay. Very fine sand particles are spoken of as silt. Sands may vary in their texture from coarse to

fine, depending upon the size of the particles. 76. The texture of the sand affects the permeability, strength, amount of moisture required for mixing, and the surface of the casting.

77. The object of the fineness test is to determine

the percentage of the different sizes of grain which

the sand contains.

B. Apparatus Required

78. Balance (sensitive to Hoo of a gram) with

corresponding set of weights. Set of standard half-height sieves. Washer or stirrer.

2* Dietert, H. W., and Myler, W. M„ jr., Molding Sand Control

in the Foundry. Trans. A. F. A., 33, pp. 751-753.

226
STONE, SAND, AND CEMENTITIOUS MATERIALS 512.12

Four 1-quart preserve jars with rubber stoppers. Syphoning apparatus.

Buchner filter (3-inch). Six 4-ineh watch glasses. Filter pump.

Drying oven. Camel's hair brush (1 inch broad). Sieve shaking apparatus.

Time switch (desirable). Nail brush. Package black glazed paper.

Bottle of NaOH (sodium hydroxide) solution. Package 13 cm filter paper.

C. Classes of Sands for Fineness Test

79. Sands may be divided into two groups: Those containing no clay or bonding substance;

those containing clay or bonding substance.

D. Standard Sieves Used

80. The fineness test procedures for these two

groups of sand vary, but the sieves used are the same for both groups.

81. Sizes of sieves used.—In testing for fineness the

sieves used are National Bureau of Standards sieve numbers 6, 12, 20, 30, 40, 50, 70, 100, 140, 200, and 270. (See 500.2, p. 1.) The sieves are what are known as half-height and have a diameter of 8 inches.

82. In use, the coarsest sieve is placed on top

and the finest at the bottom.

83. A pan fits onto the bottom of the set and a cover is placed on the sieves.

E. Procedure for Sands Containing No Clay or Bonding Substance

84. Fifty grams of dried sand are transferred

to the first of the series of sieves, used for molding

sands, and mentioned above, and placed in a testing sieve shaker.

85. The testing sieve shaker is then started and the specimens shaken on the sieves for a definite length

of time as indicated for each type of sieve shaker

as noted below.

Fifteen minutes, using Rotap (W. S. Tyler

Co.); 15 minutes, using type HL, Coombs gyra- tory laboratory sifter (Great Western Manufacturing Co.); 10 minutes, using the Vibrote shaker

(Traylor Vibrator Co.) ; 5 minutes, using the Adams

shaker (Founds Supplies Manufacturing Co.).

86. The amount of sand remaining on each

sieve is weighed 29 and expressed in percentage

of the original sample weight (50 g). The portion

passing the No. 270 sieve is known as No. 270

(or pan material)

.

F. Procedure for Sands Containing Clay or Bonding Substance

87. Fifty grams of molding sand (dried as specified in paragraph 1) are put into a quart preserving

jar, smooth on the inside, with no sharp shoulders

in the neck, to permit the sand to be easily removed

with a small stream of water.

88. Four hundred and seventy-five cubic centi- meters of water and twenty-five cubic centimeters of a standard solution of sodium hydroxide (made by

dissolving 10 g of sodium hydroxide, NaOH, in 1,000

cc of water) 30 are added, and the bottle or jar is covered and securely sealed.

M For removing the sand from the sieves it is convenient to have

a sheet of black glazed paper on which the sieve can be placed upside down. The sieve should be tapped to jar loose any grains adhering

to the wire cloth, and it may be further cleaned by brushing the underside of the cloth with a brush while the sieve is held over the paper in an inverted position. The sand can then be slid from the paper onto the scale pan of the balance, a camel's-hair brush being used to clean the glazed-paper surface.

3 ° Distilled water preferable.

89. In using a preserving jar, instead of the usual rubber ring and glass cover, a rubber stopper may be

employed, which fits into the mouth of the jar. 90. The receptacle is then placed in a shaking

machine 31 making about 60 revolutions per minute,

in such a manner as to allow it to be up-ended at each revolution. At the end of one hour 32 the

receptacle is removed, the cover is unsealed, and the sand adhering to the cover is washed into the

receptacle.

91. The receptacle is then filled with water,3* permitting the stream to stir up the contents,34 and

allowed to stand for 10 minutes, when by means of a

siphon extending to within 1 inch (approximately

2.5 cm) of the bottom of the receptacle the water is siphoned off. 92. More water is added, filling the receptacle,

and at the end of 10 minutes siphoned off. Water

is added again, and at the end of five minutes

siphoned off. 93. The process of five minutes' standing and

siphoning is repeated until the water remains clear at the end of the 5-minute period. By this means

the clay substance is separated from the grain.

94. The grain remaining in the bottle or jar is washed on to a filter paper, in a 9 cm Buchner's funnel drained by means of suction, and transferred,

together with the filter paper, to a large watch glass, and dried for one-half an hour at a temperature which

shall not be lower than 105° C. nor higher than

110° C.

95. The dried grain is weighed, and the difference between its weight and that of the original 50 g

sample represents the clay substance. The grain is then treated as in paragraphs 84 to 86, inclusive.

96. The method used for expressing the fineness 85 is explained under grading classification, Section III.

5. CHEMICAL ANALYSIS OF FOUNDRY SAND

A. Preparation of Sample

97. The sample shall be ground to pass through

a 100-mesh sieve, be dry to the touch, and be

representative of the whole material under test. All determinations, except the determination of water at 105° to 110° C, shall be made on the sample dried at said temperature and weighed out

as follows: Dry, cool, and weigh the sample as

below, quickly transfer the needed portion, restopper

the bottle, and weigh again. No further sample

should be taken from an opened weighing bottle

until the contents have been redried. Distilled water shall be used throughout and concentrated

acids are meant unless otherwise specified. All analyses shall be corrected by blank runs on the

reagents carried along with the analyses.

si The committee has found that the use of an electric milk-shake

stirrer of the type used at soda fountains is permissible for most

sands and that five minutes' stirring will accomplish the desired

results. The vessel to contain the liquid should be supplied with,

verticle baffles. For a few sands the electric stirrer does not function

properly, and before the stirrer is used for any particular sand its performance should be checked up by the standard method. m A short-cut method for shop control work recommended by the committee is to weigh out 50 g of molding sand into a bottle, and add

to it 25 cc of a standard caustic solution (made by dissolving 100 g

of Na OH in l ,0C0 cc of water, preferably distilled water) . The bottle

is then sealed and rotated at the rate of 60 revolutions per minute for a

period of 15 minutes. The sands are then treated in the manner

described in paragraphs 91 to 96, inclusive.

33 It is absolutely necessary that the depth of water after filling the

jar and the depth to which it is siphoned shall be standard. As quart

preserving jars are slightly different in shape, the committee recom- mends that the jar be rilled with water to bring the liquid to a height

of 6 inches from the bottom and that the siphon shall extend to exactly 1 inch from the bottom. In case the settled material is lifted by the siphon, a slight change in apparatus and procedure is necessary. A deeper vessel must be used and the length of the siphon must

be such that it will lift out the water to a depth of 5 inches from the

original surface.

31 If the stream of water does not stir the contents sufficiently other means must be used.

3« Compound grains which are not broken apart in the fineness

test manipulator shall be considered as unit grains.

227
512.12 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

B. Determination of Water at 105° to 110° C.

98. Carefully air dry a portion of the sample and

weigh 1 g portions in a tared, wide, low-form, flat-bottomed weighing bottle. Heat uncovered in a ventilated drying oven at a temperature not below 105° C. nor above 110° C. for one hour. Lightly stopper and cool in a desiccator. Lift the stopper momentarily just before weighing, restopper, and weigh. The use of a similar weighing bottle

as a counterpoise carried through all of the operations

is a desirable procedure. Calculate the percentage

loss and report as "H2 at 105° to 110° C." This

determination is not necessary in the summation

of results, but is desirable for the study of different

varieties of molding sands.

C. Determination of Total Volatile Matter (loss on Ignition)

99. Transfer 1 g of the sample, dried at a temperature not below 105° C. nor above 110° C, to a

tared platinum crucible with cover, warm gently

under oxidizing conditions until moisture has been

expelled, then at dull redness until carbonaceous matter has been destroyed, and finally with cover on and at approximately 1,000° C. to constant

weight. Calculate the percentage loss and report

as "loss on ignition." This determination repre- sents water not driven off at 105° to 110° C. carbon

dioxide and carbonaceous matter and is subject

to any oxidation changes. A true water determination above 105° to 110° C. would require heating in a closed tube with absorption and weighing of the

water.

D. Determination of Silica

100. Transfer 2 g of the sample, dried at 105° to 110° C. to a platinum crucible, mix intimately with

10 g of sodium carbonate, cover, and heat carefully

until the evolution of carbon dioxide occasioned

by the reaction between silica and carbonate has

ceased. Finally heat until the material is decomposed and the fusion is quiet. Cool, place the

crucible cover in an evaporating dish, preferably

of platinum to eliminate contamination, and for the sake of celerity in evaporation treat with a

little dilute hydrochloric acid, scrub clean and

remove. Cover the cooled melt with water and

gently warm. Melts can usually be so loosened from crucibles with even sides. Transfer the loosened melt to the evaporating dish containing the faintly acid solution used to clean the cover and take care to avoid mechanical loss through

effervescence. Wash out the crucible and remove

any adhering matter by treatment with dilute

1 : 1 hydrochloric acid and scrubbing. Finally cover the evaporating dish and warm until the melt has been decomposed, hastening solution by

breaking up resistant lumps with the flattened end

of a glass rod. When effervescence has ceased, remove and wash the cover glass, and evaporate

the contents of the dish to dryness, breaking up

crusts from time to time with a platinum or glass

stirring rod kept in the dish. When thoroughly

dry cool and drench the residue with hydrochloric

acid and allow to stand for a few minutes. Add

an equal volume of water, cover the dish and warm

on the water bath for 10 minutes. Filter on a paper of suitable size, wash thoroughly with hot

dilute hydrochloric acid (5:95) and finally with hot

water. Reserve the residue.

101. Evaporate the filtrate to dryness, thoroughly

dehydrate as before, and again treat with acid and

filter, but using as little acid as possible and allowing

but a few minutes' time for the digestion of the

residue in acid. Filter the solution through a second and smaller paper, wash with a little cold

dilute hydrochloric acid (1:99), and finally with a

little hot water. No considerable washing of the

small paper and silica recovery should be required. Reserve the filtrate and washings for the determination of iron and aluminum as below.

102. Transfer, wet or dry, the two papers containing the silica recoveries to a platinum crucible. Char carefully without allowing the paper to inflame,

ignite until carbon has been destroyed, and finally

with cover on at approximately 1,200° C. to constant

weight. Moisten the impure silica with a few drops

of dilute sulphuric acid, carefully add sufficient hydrofluoric acid to decompose the silica, and slowly warm until all danger from effervescence is over. Finally evaporate to dryness, carefully ignite until sulphates are decomposed and then heat at approximately 1,000° C. Cool, weigh, subtract this weight

from the weight of the impure silica, add the weight

of any recovery obtained in the determination of iron and aluminum, and calculate the percentage of

silica.

E. Determination of Total Iron, Aluminum, and Titanium Oxides

103. Fuse the nonvolatile residue from the silica determination with as little sodium carbonate as

possible, dissolve the cooled melt in dilute hydrochloric acid and add the solution to the filtrate reserved from the silica determination.

104. Add a few drops of nitric acid or bromine

water and boil the solution until all trace of chlorine or bromide is gone. Then add hydrochloric acid,

if not already present, sufficient to insure a total volume of 10 to 15 cc of the acid. Add a few drops

of methyl red solution, dilute to 200 to 250 cc and

heat the solution to boiling. Neutralize by the

careful addition of dilute ammonia (1:1) (more

dilute toward the end) until the color of the liquid

just changes to a distinct yellow. Boil for one

minute, allow to settle, filter, and wash the precipi- tate at once two or three times with hot 2 per cent ammonium chloride solution. Reserve the filtrate. Dissolve the precipitate on the paper in hot, dilute hydrochloric acid (1:1), catching the solution in the original beaker, and washing the paper thoroughly

with hot water. Reserve the paper, as it may contain some undissolved aluminum hydroxide. Boil the solution, add a little macerated filter paper and

reprecipitate with ammonia as above. Transfer

the precipitate as completely as possible to a new

filter by means of hot 2 per cent ammonium chloride

solution. Finally remove any adhering hydroxide

from the inside of the beaker by scrubbing with the reserved paper which is to be added and burned

with the precipitate. Add the filtrate to the reserved

filtrate and save for the determination of calcium as below.

105. Transfer the precipitate to a weighed platinum crucible and heat very gently until all danger of mechanical loss has passed, then at a higher temperature and under oxidizing conditions until carbon

has been destroyed, and finally for 10 minutes with

crucible covered over the blast lamp or its equivalent.

Cool and weigh with the crucible tightly covered,

as Al2 03 + Fe2 03-|-Ti02-f-Si02. Reserve the residue

for the recovery of silica and determination of total

ferric oxide and calculate the percentage of combined

oxides.

F. Recovery of Silica and Determination of Total Ferric Oxide

106. (a) Recovery of silica.-—Add 3 to 4 g of potassium or, preferably, sodium pyrosulphate to the combined oxides, snugly cover the crucible, and

carefully heat until the salt is melted and in quiet

fusion. Continue the heating at a very dull red

until the oxides are in solution. This fusion can

not be hurried and must be performed at the lowest temperature which will prevent the formation of a

228
STONE, SAND, AND CEMENTITIOTJS MATERIALS 512.12

crust on the melt. Take up the cooled melt with

so much dilute sulphuric acid that there shall be not

less than 5 cc of absolutely acid and enough water to

effect solution.

107. Evaporate the solution and eventually heat

until sulphuric acid fumes come off copiously. After

cooling, dilute to approximately 100 cc, stir until salts are dissolved, and make sure that any small residue is silica and not unfused oxide, as shown by a light flocculent suspension as against a fine powder.

Filter without delay, wash with hot water until free from soluble salts, and reserve the filtrate. Ignite the residue, weigh, correct with hydrofluoric- acid treatment, and add the weight of silica recovered

to that previously found and deduct from the gross weight of the combined oxides.

10S. In case the nonvolatile residue is appreciable

in amount, it must be recovered and added to the reserved filtrate by fusion with pyrosulphate and

solution in sulphuric acid. 109. (b) Determination of total ferric oxide.—Pass

the hot reserved filtrate, preferably of 100 to 200 cc volume and containing 5 per cent by volume of sul- phuric acid, through a Jones reductor using the cus- tomary precautions, and quickly titrate the reduced

solution with an approximately 0.03 N potassium

permanganate solution which has been standardized

against the Bureau of Standards standard sodium

oxalate. Reserve the titrate solution for the deter- mination of titania, and after subtracting the per- manganate required in a blank run calculate the percentage of Fe2 03. This value will be too high if titanium or vanadium are present. The latter need

not be feared in this class of materia); the effect of the former is overcome by subtracting the percent- age of titania found below. (The Ti02 titer of a permanganate solution is the same as the Fe203

titer.) If a determination of ferrous oxide is made,

the percentage found must be calculated to Fe2 03 and subtracted from the above value in order to get the percentage of ferric oxide in the sand.

110. The determination of iron under the above

condition is not strictly accurate on account of the

instability of the reduced titanium solution; the

error is slight if the amount of titania is small.

G. Determination of Titania

111. Evaporate the titrated solution to a volume

of approximately 75 cc, cool, transfer to a 100 cc Nessler comparison tube, add 5 cc of 3 per cent hydrogen peroxide, and dilute to the 100 cc mark.

In another tube mix the same amount of fusion salt, iron as ferric sulphate, and acid as are in the unknown,

dilute to approximately 95 cc, and then add standard

titanium sulphate solution until the colors match.

Calculate the percentage of Ti02 and subtract this value from the calculated percentage of Fe2 C-3 obtained above.

H. Determination of Alumina

112. Subtract from the weight of Al2 3 +Fe2 3 -r- Ti02 + Si02 , (a) the weight of silica recovered from

it, (6) the calculated weight of Fe2 (>3 obtained, and

(c) the calculated weight of Ti02 . Regard the remainder as Al2 03 and calculate its percentage.

I. Determination of lime

113. (a) Gravimetric method.—Add a few drops of ammonia to the combined filtrates from the ammonia

precipitation and bring the solution to boiling. To

the boiling solution add 10 cc of a saturated solution

of ammonium oxalate and continue the boiling until the precipitated calcium oxalate assumes a granular

form. Allow to settle for at least one hour, filter, and wash with boiling water, using no more than

necessary on account of the solubility of the oxalate.

Reserve the filtrate and washing for the determination of magnesium. With the small amounts of cal- cium, magnesium, and aluminum involved, it is hardly necessary to dissolve the precipitate and

attempt to recover the latter two. Ignite the precipitate to lime in a weighted platinum crucible with

cover, at first uncovered until the carbon has been

destroyed and then well covered to constant weight. Calculate the percentage of CaO.

114. (6) Volumetric method.—Transfer the paper and precipitate obtained as in the gravimetric

method to the well-washed beaker in which the precipitation was made, spreading the paper out against the upper portion of the beaker. Wash the precipi- tates from the paper with a jet of hot water, fold the

paper, and leave it adhering to the upper portion of the beaker. Add to the contents of the beaker 50 cc

of dilute sulphuric acid (1:10), dilute to a volume of 250 cc with hot water, and heat to a temperature of 80° to 90° C. Titrate with a standard approximately

0.03 N permanganate solution until the pink end

point is obtained. Now drop the folded filter paper

(which has been adhering to the side of the beaker)

into the liquid, stir, and continue the titration until the pink color is again obtained. A Cooch crucible may be used instead of filter paper. From the total quantity of standard permanganate solution used

calculate the percentage of CaO.

J. Determination of Magnesia

115. Acidify the filtrate from the calcium precipi- tate with 113-drochloric acid, and concentrate on the water bath to about 200 cc. Add 10 cc of a saturated

solution of microcosmic salt and then ammonia,

dropwise, until a crystalline precipitate begins to form or the solution is alkaline. Finally add 10 cc

in excess and allow the solution to stand at room

temperature for from 12 to 48 hours. Filter, rinse the beaker with a little 5 per cent by volume

ammonia, wash the precipitate slightly, and discard the filtrate. 116. Dissolve the precipitate adhering to the beaker and on the paper in hot dilute hydrochloric

acid, dilute to 100 cc, add 1 cc of a saturated solution

of microcosmic salt and ammonia, dropwise as before, and finally in 5 to 10 cc excess. Allow to stand for 6 to 24 hours, filter on paper, and wash with dilute 5 per cent by volume ammonia. Heat the wet or dry precipitate carefully (preferably in a muffle)

until the paper chars without flaming, destroy the carbon under oxidizing conditions and at the lowest

possible temperature, and finally ignite at approximately 1,000° C. to constant weight. Calculate the percentage of MgO from the weight of Mg2 P2 07

obtained.

K. Determination of Carbon Dioxide

117. Determine the carbon dioxide on a 10 g

sample, dried at 105° C. according to the method

given in the United States Geological Survey Bulletin No. 700, pages 217-218.

118. In brief, the method is as follows: Boil the weighed sample with dilute hydrochloric acid in a

small Erlenmeyer flask attached to an upwardly

inclined condenser, whence, after passing through a

drying system—calcium chloride, anhydrous copper

sulphate to retain hydrogen sulphide from decomposable sulphides and any hydrochloric acid that may pass over, then calcium chloride again—the carbon dioxide is caught by weighed absorption

tubes filled withsodalime or with ascarite and calcium

chloride. The drying system should employ, successively, calcium chloride, anhydrous copper sul- phate, and calcium chloride again. The function of the anhydrous copper sulphate is to retain hydrogen

sulphide from decomposable sulphides and any

hydrochloric acid that may pass over. Of course,

229
512.12 STANDARDS AND - SPECIFICATIONS FOR NONMETALLIC MINERALS

arrangement is made for a current of air free from

carbon dioxide with which to sweep out the apparatus before and after the determination and for a slow current during its continuance. Calculate the percentage of carbon dioxide.

I. Determination of Potassium and Sodium Oxides

119. Grind a little more than 1 g of the sand in a

small agate mortar with 0.5 g of ammonium chloride and thoroughly mix by grinding with the pestle. Next weigh out about 5 g calcium carbonate and

use small portions as directed below. First transfer

sufficient carbonate to form a thin layer on the bottom of an unweighed, deep form, platinum

crucible, next thoroughly mix about 3 g of the car- bonate with the already mixed sand and ammonium

chloride, carefully transfer the mixture of the three

to the platinum crucible and finally scrub the mortar and pestle with the remaining carbonate

and pour on the mix as a cover.

120. Snugly cover the crucible and heat over a low flame for 10 minutes or until no more vapors

are given off. Continue the heating with only the lower third of the crucible heated to dull red (best

set in an asbestos shield) for three-quarters of an

hour and allow to cool. 121. When cold, cover the sinter in the crucible with water, allow to slake and transfer the contents

to a platinum dish. Dilute to 50 cc, rub up the mass with an agate pestle, rinse off the pestle and

boil the solution for five minutes. Decant through

a 9-cm filter into a 600-cc beaker. Repeat the rub- bing and extraction treatment at least three times.

122. Treat the filtrate with a little ammonia,

bring to boiling, add about 2 g of ammonium car- bonate dissolved in 25 cc of water, and continue the

boiling for a minute or so. Allow the bulky precipi- tate to settle, filter into a 500-cc dish of porcelain or platinum, wash the residue with hot water, and

evaporate the filtrate to dryness over a water bath.

123. Place the basin, covered with a glass, on a

square of gauze over a low flame, heat very carefully until all danger of decrepitation is passed and

then remove the cover and continue the heating

until all ammonium salts have been expelled. Heat

at as low a temperature as possible to avoid loss of

alkali chlorides by volatilization. Cool the dish, add enough water to dissolve the chlorides, then a

drop of barium chloride solution (or more if appreciable amounts of sulphates are indicated) and finally a few drops of ammonium carbonate solution to precipitate the excess of barium and the last traces

of lime. Make sure that all soluble salts are in solution and again evaporate almost to dryness. Treat with 5-cc of water and filter through a 5.5-cm

filter placed in a 3.5-cm funnel, into a previously

weighed 35-cc crucible with cover. Wash the paper and residue with 3 to 4 cc portions of hot water, add

1 drop of hydrochloric acid to the filtrate, and

evaporate the solution to complete dryness on the water bath. When dry, cover, place on a triangle

and very cautiously heat until danger of decrepitation is past. When vapors of ammonium chloride

rise, raise the heat gently until all are driven off; finally raise the cover and heat it as well as the

crucible gently till free from ammonium chloride. The heating of the cover should be done below red heat and the heating of the crucible should be gaged

so that the chlorides suffer nor more than incipient

fusion.

124. Cool the crucible and contents in a desic- cator and weigh as NaCl + KCl. Test the mixed

chlorides for purity by dissolving them in 5 to 10 cc of water. If the solution is clear, proceed as below;

if the solution is turbid, filter and wash as before and again evaporate to dryness and weigh.

125. (a) Determination of potassium oxides.—

Treat the solution of the mixed chlorides with suffi- cient chloroplatinic acid to combine with both sodi- um and potassium. (If the solution of chloroplatinic acid contains 0.05 g of platinum per cubic centi- meter, this may be assured by adding as manv cubic centimeters as 34 times the weight of the combined

chlorides.) Place on the water bath, evaporate

until the solution is sirupy, cool, and then half fill the crucible with alcohol of 0.86 specific gravity

(approximately 80 per cent by volume). Allow to stand with occasional gentle stirring until sodium

salt has dissolved and the residue is golden yellow.

Filter through a weighed Gooch crucible, wash with

the 80 per cent alcohol, dry at 130° C. and weigh as K2 PtCl6 . 126. Subtract the weight obtained in the blank,

multiply the corrected weight by 0.1938 to get the weight of K2 and calculate the percentage of K2 0.

127. (b) Determination of sodium oxide.—Multiply the weight of K2 PtCl6 by 0.307 to reduce it to KC1, subtract from the weight of the mixed chlorides and multiply the weight of sodium chloride so found

by 0.5308 to reduce it to Na2 0. Correct this weight

as indicated by the blank and calculate the percent- age of Na2 0.

M. Determination of Ferrous Oxide

128. This determination is attended by several

difficulties. Satisfactory results are impossible in the presence of carbonaceous matter. If the material is coarse and difficultly soluble, any grinding

be most carefully done to avoid oxidation. The

method to be described below is applicable in the absence of organic matter and does not require

special apparatus.

129. Method.—Test a small portion of the sand

by gently boiling for 20 minutes with hydrofluoric

acid in a covered platinum crucible. If the above

test shows that the sample leaves but little residue, take 0.5 to 1 g of the sample, dried at 105° C. and

place it directly in a platinum crucible of 80 to 100

cc capacity. In case the sample is not easily decomposed, transfer the weighed portion to an agate mortar and grind under absolute alcohol only long enough

to yield a powder that will leave little or no residue on solution. Allow the alcohol to evaporate spon- taneously and when the last trace has disappeared,

transfer the powder to the platinum crucible and

rinse the mortar and pestle with a jet of hot water.

130. In either procedure cover the powder with

a little air-free water, and add 10 cc of dilute sul- phuric acid (1 : 3) carefully and with cover on in case effervescence is noted. Add air free hot water

until the crucible is half full and place the covered

crucible on a triangle well down over a lamp turned low and protected from drafts. Rapidly displace the air in the crucible by a stream of carbon dioxide

directed beneath the lid raised on one side. Before

allowing the liquid to boil, discontinue the gas cur- rent and cover the crucible with the well-fitting lid. Gently boil, draw the lid a little to one side, quickly

add 10 cc of hydrofluoric acid, replace the lid, raise the temperature cautiously until steam comes off, and then lower until there is steady ebullition with- out danger of loss. Steam should issue continually

for 20 minutes or as many minutes as may be deemed

necessary or allowable. Transfer the crucible, still covered, to the titration vessel, which may be of glass (containing a cold saturated solution of boric acid in freshly boiled water with an excess of the

solid acid and 5 cc of sulphuric acid) and which is already under the burette. Finally, titrate rapidly

with a standard approximately 0.03 N permanganate

solution until a first pink blush appears throughout

the whole liquid.

230
STONE, SAXD, AND CEMENTITIOTJS MATERIALS 512.12

131. If an unattaeked residue shows after titrat- ing, allow it to settle completely, decant off the top

liquid, w ash once by decantation, and transfer to an

agate mortar by the aid of a jet of water. Allow to

settle, decant off most of the water, grind under the water that remains and wash back again into the

large crucible. Repeat the treatment with hydrofluoric and sulphuric acids as before, in smaller amounts and for a shorter time, titrate, and, if necessary, repeat the operation a third time. Calculate the percentage of FeO from the total amount of per- manganate required. H. TENTATIVE STANDARD TESTS

I. STRENGTH TESTS (GREEN SAND)

132. Tentative standard methods are recom- mended for transverse, tensile, and shear strength

tests. The compression strength test has been ap- proved as the standard strength test. (See above,

sees. 67 to 74 inclusive.) The publication points out that it is for the foundryman to decide which

test measures the kind of stress under which his sand is apt to fail. 133. For all strength tests, the selection and pre- paration of the sample to be tested should be according to the procedure outlined for the selection and

preparation of the sample to be tested for permeability. (See above sees. 30 to 39, inclusive.) 134. The full test of the publication includes detailed descriptions and illustrations of apparatus

and procedure for the tentative test methods to be

used, which are as follows:

1. BAR STRENGTH (TRANSVERSE) (DOTY METHOD)

2. TENSILE STRENGTH (AS DEVELOPED BY A. A. GRUBB)

A. This method has the following controlling specifications:

135. The tensile test shall be made by applying a load uniformly

along the axis of the cylindrical test specimen 2 inches in diameter and 2 inches long ±\& inch (see par. 36 for forming test specimen) at a

rate not to exceed 1 pound per minute.

13C. If the test result of one specimen varies more than 10 per cent from the average of all, this result must be discarded and another specimen tested.

137. The tensile strength should be the average of three tests. The

results tor green sand strength should be expressed in pounds per square inch of sand of cross-sectional area.

3. SHEAR STRENGTH TEST A. This method has the following controlling specifications:

138. The shear test shall be made on the green sand permeability specimen, after it has been removed from the permeability cylinder, by applying a load uniformly to the two plane surfaces of the speci- men, at a rate of 3G pounds per minute, with a leeway of 10 pounds per minute in either direction, the load to be applied along the axis of the

cylindrical specimen.

139. If the result of one specimen varies more than 10 per cent from

the average of all. this result must be discarded and another specimen

tested. The shear strength should be the average of three tests, and

is to be expressed as pounds per square inch of sand of cross-sectional

area.

2. TESTING STRENGTH OF BAKED CORE SAND MIXTURES

140. Two methods for testing the baked strength

of core sand mixtures have been approved as tentative standards. One method (a) uses the tensile

test briquette, the other (b) the transverse bar. The

full text of the tentative standard presents descrip- tions and details of performing these methods, to- gether with descriptions and figures of the equipment used.

(a) Tensile Test (Briquette Method)

141. Measure of strength.—The tensile strength

expressed in pounds per square inch shall be taken

as a measure of the strength of dried or baked cores. 142. At least five test pieces should be made and

tested. Briquettes that are manifestly faulty or

give strength differing more than 15 per cent from

the average value of all the test cores made from

the same sample and broken at the same period

shall not be considered in determining the tensile strength. The average of the acceptable values

will be reported as the tensile strength of the group.

(b) Transverse Bar Method

143. Measure of strength.—The transverse strength

expressed in pounds per square inch shall be taken

as a measure of strength of dried or baked cores when the transverse test bar is a 1 by 1 inch square

bar 8 inches long, broken by applying a load at a

rate of 24 pounds per minute, with a leeway of 10 pounds per minute in either direction, on the bar

resting on supports 6 inches apart.

144. At least three specimens should be prepared

and tested for each set of conditions being investi- gated.

3. DYE ADSORPTION QUALITIES OF MOLDING SAND

A. Foreword

145. Application.—The application of the dyeadsorption phenomenon to molding sand is solely

for the purpose of ascertaining the nature of the

clay substance present. Different sands possess widely different adsorption capacities, and this difference is due exclusively to the quantity and

quality of colloidal material present.

146. The colloids in molding sands axe mostly of an inorganic nature—hydrated aluminum silicate, hydrated iron oxide, hydrated silica acid, and other hydrated minerals. All of these constituents are

of a gelatinous and stick}7 nature, and they impart

to the sand the property of bond.

147. Strongly bonded molding sands commonly

possess clay substance that is high in colloid content

as measured by the dye-adsorption test. 148. The weaker bonded sands generally show a lower dye-adsorption figure corresponding to the

smaller quantity of colloids present in the clay substance of those sands.

B. Equipment and Materials Needed

149. Balance (sensitive to )loo of a gram) and

corresponding set of weights for weighing sand. Drving oven (capable of maintaining a constant temperature of 105° to 110° C).

Wide-mouth bottles 500 cc capacity

Washing apparatus. Color comparison tube holder.

Pipette.

Balance (sensitive to Ho mg) is required for weighing out the dye.

Distilled water. Ammonium hydrate.

Acetic acid. Dye.—Du Pont crystal violet extra pure B.

C. Procedure

150. Twenty-five grams of molding sand, dried for one hour at a temperature which shall not be lower

than 105° C, nor higher than 110° C, are weighed

into a 500 cc wide-mouth bottle fitted with a glass

stopper, and 300 cc of distilled water, plus 5 cc of 10 per cent ammonium hydrate (made by adding

10 cc ammonium hydrate of 0.90 specific gravity, to 90 cc of water) are added.

151. The bottle is then stoppered, sealed with

paraffin wax, and rotated in a suitable machine for 30 minutes (any machine making approximately 60

revolutions per minute and up-ending the bottle with each revolution is satisfactory).

152. At the end of this period 90 cc of distilled water are added, plus 5 cc of 10 per cent acetic acid (made by adding 10 cc acetic acid of 99^2 per

cent strength to 90 cc of water)

.

100925°—30 16 231
512.12 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

153. Crystal violet dye is then added in sufficient v/eight to allow for the adsorption by the colloidal matter and leave a slight excess. For molding sands

of weak bond, 0.125 g of dye is a good amount to

start with; while the stronger sands require an

addition of 0.150 to 0.300 g or more of dye.

154. After adding the crystal violet the bottle is sealed again and rotated for another 30-minute

period. If all the dye is taken up by the colloidal matter, more should be added, as it is necessary that an excess of dye be present over that required to satisfy the adsorption capacity of the colloids. 155. In order to determine the amount of dye

adsorbed by the sand it becomes necessary to find the quantity unadsorbed or held in solution. 156. If the test is allowed to stand over night,

suspended material settles out, leaving a clear solution of the dye, and the dye unadsorbed can be determined by color comparison. The standard

color solution is made up by dissolving 0.500 g

of crystal violet 36 in 500 cc distilled water. Twenty-five cubic centimeters of the clear dye

solution are taken from the test by a pipette and

run into one of a pair of "carbon" comparison

tubes, such as are used in steel analysis, diluted to 50 cc and thoroughly mixed. Forty cubic centi- meters or more of distilled water are added to the second comparison tube, and the standard dye solu- tion added from a burette until the color matches

that of the test in question, taking care that the final volume is the same in both tubes.

157. If it required 2.5 cc (0.0025 g) in the standard tube to match the color in the test, then we have

0.0025 g of dye unadsorbed in 25 cc or 0.040 g in 400 cc. This figure is subtracted from the amount of dye added to the test, multiplied by 4, and the result expressed as milligrams of dye adsorbed per 100 g

of sand.

D. Botes

158. Electrolyte.—The presence of ammonium

acetate in the test is helpful in that its presence tends

to bring about rapidly the subsidence of the fine particles which otherwise would remain in suspension. It has no serious effect on crystal violet. The

addition of ammonium hydrate acts as a partial deflocculator and thereby breaks up the agglomerations of clay or other bonding substances.

159. Dye.—Only the highest grade of crystal violet should be used. Impure dye gives low figures

and is unstable. Standard dye solution should be

kept in the dark, and a fresh quantity should be

prepared frequently. For standard dye see foot- note 36. 160. Used sands.—The dye adsorption test can not be relied upon for all grades of used sands. Impurities present in some heap sands, as, for example, sea coal, iron scale, organic binders, etc., seriously affect the adsorption results. 161. Dye concentration.—The final concentration

of cyrstal violet should be not less than 0.024 g, or more than 0.06 g in 400 cc volume. A greater excess of dye gives high reading. After making a few tests it is a simple matter to judge the density

of the clear dye solution, and it is essential that the proper concentration is obtained before the test settles overnight.

4. SIWTERINGTEST OF MOLDING SAND

A. Foreword

162. The true melting point of a molding sand, as observed by the full fusion of a cone or by other means, is not the only property upon which the

practical "refractoriness" of the sand depends in

38 Du Pont crystal violet extra pure B obtained from E. I. du Pont de Nemours & Co. (Inc), Wilmington, Del.

foundry use. It is of more importance, to the foundrymen, to know the lower limit of the fusion

range, that is, the temperature at which the sand

sinters and "burns on" the casting, thus making

cleaning difficult. 163. As a means of determining this lower limit or sintering point the following method, described below, has given satisfactory results:

B. Preparation of Samples

164. The sample to be tested should be an average

one, representative of the heap, floor, car, bank, or other sources from which it is taken.

165. In carrying out the sintering test it is neces- sary that the sand be properly sampled and uniformly

tempered. For plant check or control tests upon

facing or heap sands in daily use, one may test the sand as tempered for molding.

168. The preparation of the sintering test speci- men does not differ in any way from the preparation

of the standard permeability specimens (see sections 23 to 34, inclusive), except that the specimen is removed from the cylinder in which it is rammed and

sufficient sand is cut away from the specimen along

its length to leave a test piece 2 inches long, 2 inches

high, and 1 inch thick. Specimens should be dried

at least one hour at a temperature not lower than

105° C, nor higher than 110° C.

C. Sintering Apparatus

167. The assembly of the sintering apparatus is shown in photograph, Figure 94. Sintering apparatus (H) (see fig. 94): Carbon-plate resistance (B) 1,000 watts; approximate range of resistance, 0.04 to 4 ohms; length, 18 inches; width, 6% inches;

height, 7 inches; ammeter (C), range, 50 amperes;

optical pyrometer meter (D) ; optical pyrometer

(E); light-proof cabinet (F) into which sintering

apparatus is placed when conducting tests; interval timer (G). D . Procedure of Sintering Test

168. The sand specimen is placed in position in the

sintering apparatus under the platinum ribbon heater

(H, fig. 94). The specimen is centered between the platinum ribbon holder terminals and the platinum

ribbon is placed in contact with the rounded sur- face of the sand specimen, allowing the weight of the platinum ribbon holder unit to be the applied

load.

169. The optical pyrometer is sighted on the central point of the platinum ribbon and adjusted to read, the observed temperature starting with 923° C,

as shown in Table 2.

Table 2.Temperature corrections for emissivity of platinum

[Use absorption glass above 1,320 true]

Observed True Observed True

tempera- tempera- tempera- temperature ture ture ture

"C. °C. °C. °C.

923 1, 000 1, 163 75 925 25 1, 184 1,300 967 50 1, 205. 5 25 989 75 1,227 50 1,011 1,100 1,248 75 1,033 25 1, 269 1, 400

1,055 50 1, 290. 5 25

1, 076 75 1,312 50

1, 098 1,200 1,333 75

1, 120 25 1,354 1,500

1, 141.

5

50

232
STONE, SAND, AND CEMENTITIOUS MATERIALS 512.12

170. Opposite the observed temperatures are the true temperatures secured by correcting the observed temperatures fur the emissivity of plati- num. An electric current is passed through the platinum ribbon and by adjusting the carbon-plate

resistance the brightness of the platinum ribbon is made to match the biightness of the filament in the optical pyrometer which has been set at 923° C. observed temperature, or 1,000C C. true temperature.

This accomplished, an interval timer or stop watch

is started and the heated ribbon is allowed to re- main in contact with the sand specimen for a period

of four minutes. The electric current is then

turned off and the platinum ribbon raised from the specimen, noting whether or not the ribbon has burned fast to the sand specimen. If the platinum

ribbon has not burned fast, the specimen is moved

forward about one-half an inch and the platinum

ribbon again is placed in contact with the specimen.

The above procedure is repeated, only this time

increasing the true temperature by 25°. This

corresponds to an observed temperature of 925°

or 1,025° true temperature, as shown in the table. The above procedure is repeated each time, increas- ing the temperature by 25° true temperature until the platinum ribbon has burned fast to the sand

specimen. The true temperature at which this takes place is the sintering point.

5. GRADING CLASSIFICATION

A. Foreword

171. The subcommittee on grading of foundry

sands has prepared and had approved tentative grading classifications for foundry sands. These

classifications were formulated as an aid in producing

uniformity in a discussion of sand grades.

172. It is recommended that foundrymen grade

their sands according to the system outlined below

and that the A. F. A. grade numbers be used when

practical; also that sand producers and sales organizations grade their products according to the same system and offer them under their A. F. A. grade numbers.

B. Grain Fineness Number

173. (a) Definition.—The grain fineness number

of a sand is approximately the number of mesh per inch of that sieve which would just pass the sample

if its grains were averaged in size. It is approximately proportional to the surface area per unit weight of a sand, exclusive of clay. 174. (b) Method of determination.—Make the standard A. F. A. fineness test (see I, 4, "Fineness

test" p. 226) by removing the clay and screening the

grain. Multiply the weights or percentages of sand on the various sieves by the appropriate factors

listed below. Add the products. Divide by the sum of the weights or percentages. The dividend

is the A. F. A. grain fineness number. Below are

listed the multipliers for the corresponding mesh

numbers.

175. (c) Multipliers.—The weight or percentage

of sand on each sieve is to be multiplied by the "approximate mesh number" of the sieve through

which it has passed. Inasmuch as mesh numbers

differ among the testing sieve makers for sieves of approximately the same opening, the following

"approximate mesh numbers" are listed as follows:

Actual mesh numbers

Approxi- mate mesh

Till TTl riprs to be used

as a multiplier

Tyler Standard U. S. Standard

Sieve No. Opening sieve No. Opening

Inch Inch On. 6 Through 6 0. 131 6 0. 132 5 Do 10 .065 12 .0661 10 Do 14 . 046 16 .0469 15 Do 20 . 0328 20 .0331 20 Do 28 .0232 30 .0232 30 Do 35 0104 40t±\J . UiDO 40 Do 48 ! 0116 50 .0117 50 Do 60 .0097 60 .0098 60 Do 65 .00S2 70 .00S3 70 Do 80 .0069 80 .0070 80 Do 100 .0058 100 .0059 100 Do 115 .0049 120 .0049 120 Do 150 .0041 140 .0041 140 Do 170 .0035 170 .0035 170 Do 200 .0029 200 .0029 200 Do 250 .0024 230 .0024 250 Do 270 .0021 270 .0021 300

C. Grain Fineness Classification

Grain class Grain fineness zone

No. 1 200 to 300. 140 to but not including 200. 100 to but not including 140. 70 to but not including 100. 50 to but not including 70.

40 to but not including 50. 30 to but not including 40. 20 to but not including 30. 15 to but not including 20. 10 to but not including 15.

No. 2 No. 3 No. 4 No. 5 No. 6 No. 7 No. 8 No. 9 No. 10

A sand is in that grain class in which its grain

fineness number falls according to the above grain

fineness zones.

D. Clay Content Classification

Clay class Clay content zone

A 0. per cent to but not including 0.5 per cent.

0.5 per cent to but not including 2.0 per cent.

2.0 per cent to but not including 5.0 per cent.

5.0 per cent to but not including 10.0 per cent.

10.0 per cent to but not including 15.0 per cent.

15.0 per cent to but not including 20.0 per cent.

20.0 per cent to but not including 30.0 per cent.

30.0 per cent to but not including 45.0 per cent.

45.0 per cent to but not including 60.0 per cent.

60.0 per cent to but not including 100.0 per cent.

B

C.D

E

FG

H

IJ

A sand is in that clay content class in which its percentage of clay substance falls according to the above clay content zones.

176. The terms fine and coarse may be used to further define the grain fineness of sands; those sands whose fineness numbers lie in the upper part

of a zone may be denoted as fine, while those in the lower part of a zone may be denoted as coarse.

233
512.12 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

177. The terms angular, subangular, and rounded

have been tentatively adopted for describing grain

shape. It is to be recognized that some sands

consist almost entirely of grains of one shape while

others consist of mixtures of grains of widely varying

shape.

American Railway Engineering Association, specifications for buildings for railway purposes. SAND FOR USE IN BRICKWORK

See A. R. E. A. specification for brickwork, 518.83,

p. 475. American Society for Municipal Improvements,

standard specification for sewers, 1922. SAND

See 518.67, p. 454. American Society for Testing Materials, standard

specifications for gypsum plastering sand, serial designation C35-25, 1925.

1. Sand used for plastering in which gypsum is employed, shall consist of fine granular material,

naturally or artificially produced by the disintegra- tion of rock containing not less than 80 per cent by

weight of silica, feldspar, dolomite, magnesite, or

calcite, and shall be free from saline, alkaline, organic, or other deleterious substances.

2. It shall be graded from fine to coarse, and when

dry not more than 6 per cent by weight shall be

retained on a No. 8 (2,380-micron) sieve; not less than 80 per cent by weight shall be retained on a

No. 50 (297-micron) sieve; and not more than 6 per cent by weight shall pass a No. 100 (149-micron)

sieve. These sieves shall conform to the require- ments of the Standard Specifications for Sieves for Testing Purposes (serial designation Ell, see 500.2)

of the American Society for Testing Materials. American Society for^Testing Materials, tentative

specifications for sand for use in lime plaster, serial designation C66-27T, 1927.

1. Sand may be defined as follows: 37 Sand.—The fine granular material (usually less than one-fourth inch in diameter) resulting from

the natural disintegration of rock, or from the crush- ing of friable sandstone rocks.

Note.—Whenused without a qualifying adjective, the term " sand"

is generally understood to mean the product of the natural disintegra- tion of siliceous or calcareous rock. Sand should be distinguished from screenings, gravel, etc. The size of particle and other physical

characteristics should be taken care of in specifications. The fine material resulting from the crushing of blast-furnace slag is known as slag sand.

2. Sand for lime plaster shall consist of hard,

strong, durable, uncoated mineral or rock particles

(as limited by the above definition), free from injuri- ous amounts of saline, alkaline, organic, or other

deleterious substances.

3. Sand for lime plaster shall be uniformly graded

from fine to coarse within the following limits:

Per cent Retained on a No. 8 (2,380-micron) sieve, not more than 10 Retained on a No. 30 (590-micron) sieve: Not more than 80 Not less than 15 Retained on a No. 50 (297-micron) sieve: Not more than 95 Not less than 20 Retained on a No. 100 (149-micron) sieve, not less than 95 Weight removed by decantation, not more than 5

4. The sieve analysis shall be made in accordance

with A. S. T. M. C41. (See 512.10, p. 213.)

5. The decantation test shall be made in accord- ance with A. S. T. M. D136-28. (See 512.13, p. 240.)

6. Sand, when tested in accordance with A. S. T. M. C40 (see 512.10, p. 213) shall show a color not darker than the standard color, unless it is shown by

adequate tests that the impurities causing the color are not harmful in plaster.

" As defined by Committee E-8 on Nomenclature and Definitions

in A. S. T. M. C58-28T. (See 512.10, p. 213.)

American Society for Testing Materials, standard method of mechanical analysis of sand or other fine highway material, except fine aggregates used in cement concrete, serial designation D7-27, 1927.

1. A representative test sample of the aggregate

weighing 50 g shall be taken.

2. The sample shall be dried to constant weight

at a temperature not exceeding 110° C. (230° F.).

3. (a) The sample shall be passed through each of the standard sieves specified in Table l.38

Table 1.-Requirements for sieve openings and wire diameter with -permissible variations

Mesh designation, United

States standard

sieve (series No.)

Sieve opening Wire diameter

Toler- ance

in over- age opening

Tolerance on wire diameter

Toler- ance

in maxi- mum

opening

Milli- meters Inch Milli- meter Inch Under Over

Per Per Per Per

cent cent cent cent 10 2.00 0. 0787 0.76 0. 0299 ±3 15 30 10 20 .84 .0331 .42 .0165 ±5 15 30 25

30 .59 .0232 .33 .0130 ±5 15 30 25

40 .42 .0165 .25 .0098 ±5 15 30 25

50 .297 .0117 . 188 .0074 ±6 15 35 40

80 . 177 .0070 .119 .0047 ±6 15 35 40

100 .149 .0059 . 102 .0040 ±6 15 35 40

200 .074 .0029 .053 .0021 ±8 15 35 60

Note.—The order in which the sieves are to be used in the process

of sieving is immaterial and shall be left optional; but in reporting

results the order in which the sieves have been used shall be stated.

(6) The percentage by weight retained on each

sieve shall be determined and the sieving on each

sieve shall be continued until less than 1 per cent

of the weight retained on each sieve shall pass through the sieve during the last minute of sieving.

4. The percentages in mechanical analysis shall be reported in the following manner:

Per cent Passing the No. 200 sieve Passing the No. 100 sieve and retained on the No. 200 sieve Passing the No. 80 sieve and retained on the No. 100 sieve.. Passing the No. 50 sieve and retained on the No. 80 sieve...

100. 00 American Society for Testing Materials, standard

specifications for materials for cement grout filler for brick and stone block pavements, serial designation D57-20, 1920. See 512.16, page 253. American Society for Testing Materials, standard

specifications for materials for cement mortar bed

for brick, stone block, wood block, asphalt block,

and other block pavements, serial designation

D58-24, 1924. SAND FOR CEMENT MORTAR CUSHION

See 518.21, page 368. American Society for Testing Materials, tentative

specifications for sand for sheet asphalt and bitu- minous concrete pavements, serial designation

D162-29, 1929.

1. These specifications cover sand for use in the

construction of the surface course of sheet asphalt

pavements and those types of bituminous concrete pavements in which sand predominates.

2. The grains of the sand shall be clean, tough,

rough surfaced, and angular. The sand after drying shall be free from lumps or balls of clay or

of clay and sand. Before being incorporated into

38 The dimensions and tolerances for these sieves conform to the requirements of A. S. T. M. Ell. (See 500.2, p. 1.)

234
STONE, SAND, AND CEMENTITIOUS MATERIALS 512.13

the paving mixture it shall conform to the fol- lowing requirements as to grading:

Per Per

cent cent Passing No. 200 sieve.. 0-5 Passing No. 100 sieve, retained on No. 200 6-25 \15_4rj Passing No. 80 sieve, retained on No. 100 6-25 / Passing No. 50 sieve, retained on No. 80 5-40 \3Q_60 Passing No. 40 sieve, retained on No. 50 5-30 / Passing No. 30 sieve, retained on No. 40 8-25 1 Passing No. 20 sieve, retained on No. 30 5-15 U8-50

Passing No. 10 sieve, retained on No. 20 5-15 ) Passing No. 10 sieve 95-100 Passing Vi-inch screen 100

3. General characteristics.—The general characteristics shall be determined by examination under

a microscope or a magnifying glass.

4. Mechanical analysis.—The tests for the mechanical analysis shall be made in accordance

with A. S. T. M. D7 (given above).

5. The method of sampling shall conform to A. S. T. M. D75. (See 510, p. 184.) Federal Specifications Board, specification No.

460, United States Government master specifi- cation for sands for use in sheet asphalt or bitu- minous concrete pavements, January 25, 1927. This specification is the same as A. S. T. M. D162

(given above), with the following additions:

Sand for binder course: Per cent Passing No. 200 sieve, not more than _. 6 Passing %-inch screen 100 Notes.—1. To meet conditions of service and available materials, the grading requirements may be changed by the purchasing depart- ment, provided that the maximum limits are not increased and the minimum limits are not decreased.

2. For binder course the sand shall consist of clean, hard, durable

grains. Federal Specifications Board, specification No.

461, United States Government master specification for sand for cement grout filler, brick and stone block pavements, January 25, 1927. The requirements of this specification are the same as those of the American Society for Testing

Materials D57 (see 512.16, p. 253), except that the requirements for total passing No. 20 and No. 200

sieves are replaced by the requirements for passing No. 50 and No. 100 sieves as given in the recom- mended specifications of the National Paving Brick

Manufacturers' Association. Mechanical analysis of the sand shall be made in accordance with A. S. T. M. D7. (See 512.12, p. 234.) Sampling shall be in accordance with A. S. T. M.

D75-22. (See 510, p. 184.) Federal Specifications Board, specification No.

462, United States Government master specification

for sand for cement mortar bed for brick, stoneblock, or wood-block pavements, January 25,1927.

The requirements for this specification are the same as those of the American Society for Testing

Materials standard specifications for materials for cement grout filler for brick and stone pavements,

serial designation D57-20 (see 512.16, p. 253), except

for the laboratory sieve requirement, which for

this specification is as follows:

Per cent Passing 54-inch screen 100 Mechanical analysis of the sand shall be made in accordance with A. S. T. M. D19. (See 512.10,

p. 214.) Sampling shall be in accordance with A. S. T. M.

D75. (See 510, p. 184.) The Gypsum Institute, gypsum plasters.

Sand.—See 514.3, page 267. National Paving Brick Manufacturers' Association,

recommended specifications for sand filler. Description.—Joints between the brick shall be

filled with clean, dry sand of such sizes that all will pass a No. 12 sieve.

Filling.—Sand shall be spread upon the surface

of the roadway to a depth of not less than one-half

inch. It shall then be swept into the joints completely filling them.

Sweeping.—Sand shall be swept into the joints

by stiff brushes or by weighted brush drags drawn

over the surface of the pavement. An excess of sand shall remain upon the surface. Opening to traffic. —Immediately after the joints are filled, the roadway may be opened to traffic. National Sand and Gravel Association, suggested

commercial sizes of sand and gravel (tentative).

Sand

Size Common uses

0-No. 8 Sand for sheet asphalt and bituminous concrete. Sand for inside plaster. Sand for cement grout filler for brick and stone-block pavements.

0-%-inch Sand for concrete. Sand for cement motor bed or cushion for block and

brick pavements.

Note.—In connection with sieve sizes, see A. S. T. M. Ell, 500.2,

p. 1.

(For commercial sizes of gravel, see 512.11, p. 219).

National Sand and Gravel Association, Bulletin 3, Representative Specifications for Different Uses of Sand and Gravel, November, 1928. In this bulletin representative specifications for sand and gravel, many of which are presented in

this volume, have been summarized.

512.13 Fine Aggregate

American Association of State Highway Officials, tentative specifications for highway materials, 1927. FINE AGGREGATE FOR PORTLAND CEMENT

CONCRETE

1. This specification covers two grades of fine ag- gregate for cement concrete, namely, grade A and

grade B. It also covers sand for mortar. The

grade of fine aggregate required for the construction

shall be as specified.

2. Sand.—Sand for fine aggregate shall consist of clean, hard, durable, uncoated particles, free from

lumps of clay, soft or flaky material, loam, and or- ganic matter. In no case shall fine aggregate containing lumps of frozen material be used. Stone screenings.—Stone screenings, either alone

or in combination with sand, shall not be used as

fine aggregate except by written permission of the

engineer.

Screenings, when used, shall consist of particles

resulting from the crushing of clean, tough durable

rock having a percentage of wear of not more than

6 per cent. In all others respects they shall conform

to the requirements specified for grade A or grade B

aggregate.

3. Fine aggregate shall be uniformly graded from

coarse to fine, and when tested by means of labora- tory sieves shall meet the following requirements:

Grade A: Per cent Passing SA inch sieve 100 Passing a No. 4 sieve, not less than (note 1) Passing a No. — sieve (note 2) Passing a No. 50 sieve 5- 30 Passing a No. 100 sieve... 0- 5 Grade B:

Passing % inch sieve 100 Passing a No. 4 sieve, not less than (note 1) Passing a No. — sieve (note 2) Passing a No. 50 sieve 5- 40 Passing a No. 100 sieve 0- 10 Sand for mortar:

Passing a No. 8 sieve. 100 Passing a No. 50 sieve 15- 40 Passing a No, 100 sieve 0- 10

235
512.13 STANDARDS AND SPECIFICATIONS FOR NONMBTALLIC MINERALS

4. Grade A fine aggregate and sand for mortar

shall contain not more than 3 per cent, and grade B

fine aggregate not more than 5 per cent, of clay and

inorganic silt by actual dry weight.

5. All fine aggregate shall be free from injurious

organic impurities. Aggregate subjected to the

color test for organic impurities and producing a

color in the sodium hydroxide solution darker than

the standard color shall be rejected unless subse- quent mortar strength or concrete strength tests in- dicate them to be suitable for use.

6. Fine aggregate shall contain not less than —

per cent shale and other light weight material.

7. Grade A aggregate.—Grade A fine aggregate,

when subjected to the mortar strength test, shah

have a tensile or compressive strength, at the age of 7 and 28 days, of not less than 100 per cent of that developed by mortar of the same proportions and

consistency, made of the same cement and standard Ottawa sand. Grade B aggregate and sand for mortar.—Grade B

fine aggregate and sand for mortar shall develop a

strength ratio, as described above, of not less than 85 per cent.

8. Fine aggregate passing the %-inch sieve, but

otherwise failing to meet the requirements of para- graphs 5 or 7 may be used for concrete pavements,

or failing to meet the requirements of paragraphs 4, 5, or 7 may be used for bridge structures, provided the proportions are so adjusted that when tested in combination with the coarse aggregate to be used in the work, the crushing strength at the end of 7 and 28 days wiU at least equal that of concrete of the same

consistency made with the same cement and coarse aggregate in combination with a fine aggregate meeting all of the requirements of paragraphs 3 to 7, inclusive, and mixed in the proportions specified for the

class of concrete un.der consideration.

9. Sampling and testing of fine aggregate shall be done in accordance with the Tentative Standard

Methods of Sampling and Testing of the American

Association of State Highway Officials. Note 1. —There shall be specified a percentage of 85 or more. Note 2. —It is understood that the graduation of the fine aggregate

shall be further limited by the insertion of such requirements for intermediate mesh sieves as will insure that aggregates of satisfactory grading will be provided for the work in hand. American Concrete Institute, tentative purchase

specification for concrete aggregates, E-5A-29T, 1929. SCOPE OF SPECIFICATION

The purpose of this specification is to provide a standard form for use in writing specifications to govern the purchase of concrete aggregates. It is pre- sumed that the individual user will insert test limits that will meet his conditions as to projected use and

characteristics of available materials. The recommendations for test limits included in the

specification are intended to govern the quality and

size of aggregates proposed for use in Portland cement

concrete for general purposes, and are based primarily

upon considerations of strength. Where it is essential that the concrete possess additional characteristics, such as resistance to fire, action of sea water, unusual

climatic conditions, etc., such additional requirements

for the aggregates as may be found necessary should be inserted in the specifications. In general, the test limits included show the range

within which use is recommended. The individual

user, in preparing his specifications, should include

specific limits which best meet his local conditions,

within the ranges herein recommended.

QUALITY OF AGGREGATES

It is recognized that for certain purposes satis- factory results may be obtained with materials not

conforming to these specifications. In such cases the use of fine and coarse aggregates not conforming

to these specifications should be authorized only

under special provisions based upon laboratory

studies of the possibility of designing a mixture of materials to be used on the job that will yield concrete equivalent to the specified mixture made

with material complying with these specifications in

all respects. FINE AGGREGATE

GENERAL CHARACTERISTICS

1. Fine aggregate shall consist of sand or other approved inert materials with similar characteristics, or a combination thereof, having hard, strong, durable particles, and shall conform to the require- ments of these specifications. DELETERIOUS SUBSTANCES

2. (a) The maximum percentages of deleterious substances shall not exceed the foUowing values:

Per cent by weight Removed by decantation 3 Shale l Coal 1 Clay lumps 1 Other local deleterious substances (such as alkali, mica, coated

grains, soft and flaky particles)..- Note.—It is recognized that under certain conditions maximum

percentages of deleterious substances less than those shown in the

table should be specified.

(b) The sum of the percentages of shale, coal, clay

lumps, soft fragments, and other deleterious substances shall not exceed 5 per cent by weight.

(c) All fine aggregate shall be free from injurious

amounts of organic impurities. Aggregates subjected to the colorimetric test for organic impurities

and producing a color darker than the standard

shall be rejected unless they pass the mortar

strength test as specified in section 4. GRADING

3. (a) Fine aggregate shall be well graded from

coarse to fine and when tested by means of laboratory

sieve shah conform to the following requirements

:

Per cent Passing a %-inch sieve 100 Passing a No. 4 sieve 85-100 Passing a No. 16 sieve 45- 80 Passing a No. 50 sieve 2- 30 Passing a No. 100 sieve 0- 5 Note.—Figures in parentheses are suggested as limiting percentages but they may be altered within these limits to suit local conditions. MORTAR STRENGTH

4. Fine aggregates, when subjected to the mortar

strength test, shall have a tensile or compressive

strength at the age of 7 and 28 days, equal to or greater than that developed by mortar of the same

proportions and consistency made of the same

cement and standard Ottawa sand. CONCRETE STRENGTH

5. Fine aggregates passing the maximum size sieve requirement, but otherwise failing to meet the requirements herein provided for grading or mortar

strength, may be used, if, when tested in combination with the coarse aggregate to be used in the work,

in the proportion specified for the class of concrete under construction, the crushing or transverse strength of the concrete at the end of 7 and 28 days

is at least equal to that of concrete of the same

proportions and consistency made with the same

cement and coarse aggregate in combination with a

fine aggregate meeting all the requirements of these

specifications.

236
STONE, SAND, AND CEMENTTTIOITS MATERIALS 512.13

COARSE AGGREGATE

GENERAL CHARACTERISTICS

6. Coarse aggregate shall consist of crushed

stone, gravel, blast-furnace slag, or other approved

inert materials of similar characteristics, or combinations thereof, having hard, strong, durable

pieces, free from adherent coatings and conforming

to the requirements of these specifications. DELETERIOUS SUBSTANCES

7. (a) The maximum percentages of deleterious substances shall not exceed the following values:

Per cent by weight Removed by decantation 1 Shales 1 Coal 1 Clay lumps J4 Soft fragments 5 Other local deleterious substances (such as alkali, friable, thin, elongated, or laminated pieces) Note.—It is recognized that under certain conditions maximum

percentages of deleterious substances less than those shown in the

table should be specified.

(6) The sum of the percentages of shale, coal, clay lumps, and soft fragments shall not exceed 5 per cent by weight. GRADING

8. (a) Coarse aggregate shall be well graaed,

between the limits specified, and shall conform to the following requirements:

Per cent by weight

Passing — inch sieve (maximum size), not less than 95 „„ . „ „u ._„f (intermediate size), not less than___ 40 massing — inch sieve| (onehalf maximumsi ze) >notmore tnan _ 75 Pacini? — inch <;ip V

p/(intermediate sizes), not less than massing inch sieve|

(as needed)i not more than

Passing No. 4 sieve, not more than 0-10 Note.—Where a range is shown the engineer should use an

appropriate figure within the limits recommended. The figures in parentheses are recommended but may need to be altered to suit

local conditions. CONCRETE STRENGTH

(b) Coarse aggregate failing to meet the grading

requirement may be used, if, when tested in combination with the fine aggregate to be used in the work, in the specified proportions, the crushing or transverse strength of the concrete at the end of 7 and 28 days is at least equal to that of concrete of the same proportions and consistency made with

the same cement and fine aggregate in combination

with a coarse aggregate meeting all the requirements

of these specifications. WEIGHT OF SLAG

9. Blast furnace slag that meets the grading

requirements of these specifications shall conform

to the following minimum weight requirements:

Lbs./ft. General concrete 65 Concrete subject to abrasion 07 DURABILITY

10. Coarse aggregate shall pass a sodium sulphate

accelerated-soundness test, except that aggregates

failing in the accelerated-soundness test may be used

if they pass a satisfactory freezing and thawing test Note.—Many engineers feel that an abrasion test for coarse aggre- gate to be used in concrete subject to abrasion is important, but no

test limits are specified, due to the status of knowledge concerning

suitable specification limits for this test. METHODS OF SAMPLING AND TESTING

METHODS OF TESTING

11. The properties enumerated in these specifi- cations shall be determined in accordance with the

following methods of test:

(a) Sampling—A. S. T. M. D75. (See 510, p. 184.)

(6) Sieve analysis.—A. S. T. M. C41. (See

512.10, p. 213.)

(c) Decantation test.—A. S. T. M. D136. (See

512.13, p. 240.)

(d) Organic impurities.—A. S. T. M. C40. (See

512.10, p. 213.)

(e) Mortar strength.—U. S. D. A. Bulletin 1216,

methods of making compression and tension tests

of fine aggregate for concrete. (See 512.13, p. 242.)

(f) Compressive strength.—A. S. T. M. C39. (See

516.0, p. 284.)

(g) Soundness—U. S. D. A. Bulletin 1216,

method of test for soundness of coarse aggregate

(sodium-sulphate soundness test). (See 512.14,

p. 244.)

(h) Freezing and thawing.—A. S. T. M. C4, (C)

Freezing and Thawing Tests of Drain Tile. (See

534.21, p. 610.)

(i) Shale and coal.—V. S. D. A. Bulletin 1216,

method of test for percentage of shale in aggregate.

(See 512.14, p. 243.)

(j) Soft fragments.—TJ. S. D. A. Bulletin 1216,

method of test for quantity of soft pebbles in gravel.

(See 512.11, p. 220.)

(/c) Weight of slag—A. S. T. M. C29. (See

512.10, p. 212.)

(I) Abrasion.—If abrasion tests are made the fol- lowing methods of tests are recommended:

(1) Abrasion of gravel.—V. S. D. A. Bulletin 1216.

(See 512.11, p. 219.)

(2) Abrasion of rock or crushed slag.—A. S. T. M.

D2 (see 510, p. 182) except that for specific gravities lower than 2.2, a 4,000 g sample shall be used. American Railway Engineering Association, specifications for buildings for railway purposes, 1926. FINE AGGREGATE

See specification for concrete, 516.3, page 303. American Society for Municipal Improvements,

1922. FINE AGGREGATE

(See A. S. M. I. specification for fine aggregate

asphaltic concrete paving, 518.37, p. 399.) American Society for Testing Materials, tentative

specifications for concrete aggregates, serial designation C33-28T, 1928. QUALITY OF AGGREGATES

It is recognized that for certain purposes satis- factory results may be obtained with materials not conforming to these specifications. In such cases the use of fine and coarse aggregates not conforming

to these specifications should be authorized only

under special provisions based upon laboratory

studies of the possibility of designing a mixture of materials to be used on the job that will yield concrete equivalent to the specified mixture made with

material complying with these specifications in all respects. FINE AGGREGATE

1. Fine aggregate shall consist of sand or other approved inert materials with similar characteristics, or a combination thereof, having hard, strong, durable particles and shall conform to the requirements

of these specifications.

2. (a) The maximum percentages of deleterious substances shall not exceed the following values:

Per cent by weight Removed by decantation 3 Shale 1 CoaL. 1 Clay lumps 1 Other local deleterious substances (such as alkali, mica, coated

grains, soft and flaky particles) Note.—It is recognized that under certain conditions maximum

percentages of deleterious substances less than those shown in the

table should be specified.

237
512.13 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

(b) The sum of the percentages of shale, coal, clay lumps, soft fragments, and other deleterious substances shall not exceed 5 per cent by weight.

(c) All fine aggregate shall be free from injurious

amounts of organic impurities. Aggregates subjected to the colorimetric test for organic impurities

and producing a color darker than the standard

shall be rejected unless they pass the mortar strength

test as specified in section 4.

3. (a) Fine aggregate shall be well graded from

coarse to fine and when tested by means of labora- tory sieves 39 shall conform to the following require- ments:

Per cent Passing a %-inch sieve , ICO Passing a No. 4 sieve (85) to (100) Passing a No. 16 sieve. (45) to (80) Passing a No. 50 sieve _ (2) to (30) Passing a No. 100 sieve - (0) to (5) Note.—Figures in parentheses are suggested as limiting percentages, but they may be altered within these limits to suit local conditions.

(b) In case the concrete resulting from a mixture

of aggregates approaching the extreme limits for gradation is not of a workable character, or when

finished does not exhibit a proper surface, due to an

excess of particles approximately one-eighth to one-half inch in size, either a fine aggregate having a sufficiently greater percentage of fine material, or a coarse aggregate having a sufficiently smaller percentage of fine material must be used.

4. Fine aggregates, when subjected to the mortar

strength test, shall have a tensile or compressive

strength at the age of 7 and 28 days of not less than

(100) 40 per cent of that developed by mortar of the same proportions and consistency made of the same

cement and standard Ottawa sand. COAHSE AGGREGATE

5. Coarse aggregate shall consist of crushed stone, gravel, blast-furnace slag, or other approved inert materials of similar characteristics, or combinations

thereof, having hard, strong, durable pieces, free from adherent coatings and conforming to the requirements of these specifications.

6. (a) The maximum percentages of deleterious substances shall not exceed the following values:

Per cent by weight Removed by decantation ; ... 1 Shale. 1 Coal 1 Clay lumps H

Soft fragments _. 5 Other local deleterious substances (such as alkali, friable, thin ... elongated, or laminated pieces) _ ___ Note.—It is recognized that under certain conditions maximum

percentages of deleterious substances less than those shown in the

table should be specified.

(b) The sum of the percentages of shale, coal, clay

lumps, and soft fragments shall not exceed 5 per cent by weight.

7. (a) Coarse aggregate shall be well graded,

between the limits specified, and shall conform to the following requirements -

Passing — inch sieve M or screen (maximum -^er cent

size) Not less than 95 Passing — inch sieve " or screen: Intermediate size Not less than 40 One-half maximum size Not more than.. 75 Passing — inch sieve or screen: Intermediate sizes Not less than As needed Not more than.. Passing No. 4 sieve or a K-inch screen Not more than.. 10

3 ' For detail requirements for these sieves, see A. S. T. M. Ell,

500.2, p. 1.

10 Percentages in parentheses are recommended, but they may be

altered to suit local conditions.

41 The question whether round or square openings shall be used for testing aggregates is now being studied by the section on coarse screens of the Technical Committee on Size and Shape of Committee

E-l on Methods of Testing.

Note.—Where a range is shown the engineer should use an appropriate figure within the limits recommended. The percentages in parentheses are recommended but may need to be altered to suit

local conditions.

(6) In case the concrete resulting from a mixture

of aggregates approaching the extreme limits for gradation is not of a workable character, or when

finished does not exhibit a proper surface, due to an

excess of particles approximately one-eighth to onehalf inch in size, either a fine aggregate having a

sufficiently greater percentage of fine material, or a

coarse aggregate having a sufficiently smaller per- centage of fine material, shall be used.

8. Blast-furnace slag that meets the grading

requirements of these specifications shall conform

to the following minimum weight requirements -

Lbs ./ft .3 Base concrete 65 Surface concrete (subject to abrasion) 70

9. Coarse aggregate shall pass a sodium sulphate

accelerated soundness test, except that aggregates

failing in the accelerated soundness test may be used

if they pass a satisfactory freezing and thawing test. Note.—Many engineers feel that an abrasion test for coarse aggre- gate to be used in concrete subject to abrasion is important, but no test limits are specified, due to the status of knowledge concerning suitable

specification limits for this test. METHOD OF SAMPLING AND TESTING

10. The properties enumerated in these specifica- tions shall be determined in accordance with the

following methods of test of the American Society

for Testing Materials, except as specified in para- graph (e). (a) Sampling.—A. S. T. M. D75. (See 510, p. 184.

(b) Sieve analysis.—A. S. T. M. C41. (See 512.10,

p. 213.)

(c) Decantation test.—A. S. T. M. D136. (See

512.13, p. 240.)

(d) Organic impurities.—A. S. T. M. C40. (See

512.10, p. 213.)

(e) Mortar strength.—Methods of making Compression and Tension Tests of Fine Aggregate for Concrete, United States Department of Agriculture,

Bulletin 1216, see page 242.

(/) Compressive strength.—A. S. T. M. C39. (See

516.0, p. 284.)

(g) Soundness.—Proposed Method of Test for soundness of coarse aggregate (Sodium Sulphate

Soundness Test). Appendix II to 1928 Report of

A. S. T. M. Committee C-9 on Concrete and Concrete Aggregates.

(h) Freezing and thawing.—Method of freezing

and thawing tests for drain tile as described in A. S. T. M. C4. (See 534.21, p. 610.)

(i) Shale and coal.—Proposed Method of Test for Percentage of Shale in Aggregate, Appendix III to 1928 report of Committee C-9 on Concrete and

Concrete Aggregates.42 0) Soft fragments.—Proposed Method of Test for Quantity of Soft Pebbles in Gravel, Appendix IV to 1928 Report of Committee C—9 on Concrete and

Concrete Aggregates.42 (k) Coal and lignite.—Proposed Method of Test

for Determination of Coal and Lignite in Sand,

Appendix V to 1928 Report of Committee C-9 on

Concrete and Concrete Aggregates.12

(I) Moisture—A. S. T. M. C70-28T. (See 512.13,

p. 240.) (m) Consistency—A. S. T. M. D138-26T. (See

516.0, p. 286.)

(n) Weight of slag—A. S. T. M. C29. (See 512.10,

p. 212.)

(o) Abrasion.—If abrasion tests are made the

following methods of test are recommended:

« Proceedings, Am. Soc. Testing Mats., 28, p. 1; 1928.

238
STONE, SAND, AND CEMENTITIOUS MATERIALS 512.13

(1) Abrasion of gravel.—U. S. D. A. Bulletin 1216.

(See 512.11, p. 219.)

(2) Abrasion of rock or crushed slag.—A. S. T. M.

D2. (See 510, p. 183, (except that for specific gravities lower than 2.2 a 4000 g sample shall be used).) American Society for Testing Materials, tentative method of test for field determination of approximate

apparent specific gravity of fine aggregate, serial designation C68-28T, 1928.

1. This method of test is intended for use in the

field for making approximate determinations of the apparent specific gravity of fine aggregate. The

range of the apparatus is between specific gravities

of 2.2 and 2.85.

2. The apparatus shall consist of the following:

(a) Balance.—A balance, preferably of the tor- sion type, having a capacity of 2 kg or more and

sensitive to 0.5 g or less.

(6) Flask.—A special graduated flask of the type,

and conforming to the dimensions, shown in Figure

95.

3. A 1-kg sample shall be selected which shall be

as truly representative of the fine aggregate as possible. It shall be spread out on a flat surface and

air dried until the surface moisture has evaporated

and the sample is free flowing. The sample shall then be thoroughly mixed and 500 g accurately

weighed out.

4. The graduated flask shall be filled to the 200-cc mark on the lower neck with water at room temperature. The 500-g sample of fine aggregate shall then be slowly poured into the flask, and the flask and

contents agitated while introducing the aggregate to

free any entrained air bubbles. The combined vol- ume in cubic centimeters of the water and fine aggre- gate shall be read on the scale on the upper neck of the flask.

5. The approximate apparent specific gravity of the fine aggregate may be calculated from the for- mula--

Approximate apparent specific gravity

500 V-200 where T=the combined volume in cubic centimeters

of the water and fine aggregate in the flask.

6. Duplicate determinations should check to within 0.05. Variations in the amount of water

evaporated from the moist sample as described in section 3 beyond the point at which the surface moisture has disappeared and the sample is free flowing and apparently dry will cause variations in results of from 0.5 to 1 per cent, depending upon

the absorption of the aggregate.

American Society for Testing Materials, tentative method of test for field determination of approximate

percentage of voids in fine aggregate, serial designation C69-28T, 1928.

1. This method of test is intended for use in the

field for making approximate determinations of the percentage of voids in fine aggregate when inundated

with water.

2. The apparatus shall consist of the following:

(a) Balance.—A balance, preferably of the torsion type, having a capacity of 2 kg or more and sensi- tive to 0.5 g or less.

(b) Flask.—A special graduated flask of the type,

and conforming to the dimensions, shown in Figure

95.

3. A sample weighing about 2 kg shall be selected which shall be as truly representative of the fine aggregate as possible. It shall be well mixed and

spread out on a flat surface and air dried until the

surface moisture has evaporated and the sample is free flowing.

4. About 100 cc of water shall be placed in the

flask. Aggregate from the room-dry sample shall then be introduced slowly into the flask until the

flask is filled to the 400-cc mark on the upper neck.

Water shall be added as required to keep the aggre- gate inundated as the filling proceeds. When the

flask is filled to the 400-cc mark, both water and

aggregate shall be at the same level. The aggregate

in the flask shall not be agitated during or after the

filling operation. The flask and contents shall be

weighed to the nearest gram, and the weight of the

flask shall be deducted, unless its weight has been

counter balanced on the scale at the time of weighing.

5. (a) This method requires that the apparent

specific gravity be known of the fine aggregate in a

room-dry, free-flowing condition, but with the voids within the particles of the aggregate containing

moisture. If the apparent specific gravity of the

«5>

Volume of' lowerchamber to mark on lower neck= 200 cc. Combined volume oflow- er andupper chambers

to lower end of graduated scale on upperneck =375cc. Scale graduatedin kc.

divisions from 375'cc. to 450 cc. Diameterof'opening in lowerneck, approximatediameferofbore ofgradu- ated upperneck, approd

Figure 95.

Graduatedflaskforfield testing of fine aggregate

aggregate in this condition is not known it shall be

determined in accordance with A. S. T. M. C 68, (above)

.

(b) The approximate percentage of voids in the inundated fine aggregate may be calculated from the formula:

400XSP. er.-W V~ 400Tsp. gr.-l) Xl0° where

"P=the approximate percentage of voids

sp. gr.= apparent specific gravity of the fine aggregate

TF=combined weight in grams of 400 cc of water and fine aggregate in the flask.

6. Duplicate determinations should check to within 1 per cent. Variations in the composition

of the rock grains of the fine aggregate which result

in variations of 0.05 in the approximate apparent

specific gravity of the aggregate will cause an inac239
512.13 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

curacy in results equal to from 2 to 3 per cent of voids. American Society for Testing Materials, tentative method of test for field determination of surface moisture in fine aggregate, serial designation

C70-28T, 1928.

1. This method of test is intended for use in the

field for making approximate determinations of the percentage of surface moisture in fine aggregate

for use in computing the allowance to be made for water in the fine aggregate when proportioning

concrete by the maximum water content method.

The range of the apparatus is between the specific

gravities of 2.2 for aggregate containing 10 per cent moisture and 2.85 for dry aggregate.

This method determines only surface moisture; that is, moisture on the outside of the particles.

The moisture absorbed within the particles does not add to the volume of the particles and, therefore, does not make itself evident in this test.

2. The apparatus shall consist of the following:

(a) Balance.—A balance, preferably of the torsion type, having a capacity of 2 kg or more and sensitive to 0.5 g or less.

(b) Flask.—A special graduated flask of the type,

and conforming to the dimensions, shown in Figure 95, page 239.

3. A sample weighing about 1 kg shall be selected which shall be as truly representative of the fine aggregate as possible. It shall be well mixed and

spread out on a flat nonabsorbent surface. Five

hundred grams shall be immediately weighed out, permitting moisture to evaporate as little as possible

from the sample.

4. The graduated flask shall be filled to the

200-cc mark on the lower neck with water at room

temperature. The 500-g sample of damp aggregate

shall then be slowly poured into the flask, and the contents of the flask agitated or stirred to free any

entrained air bubbles. The combined volume, in cubic centimeters, of the water and fine aggregate

shall be read on the scale on the upper neck of the

flask.

5. (a) This method requires that the apparent

specific gravity be known of the fine aggregate in a

room-dry, free-flowing condition, but with the voids within the particles of the aggregate containing

moisture. If the apparent specific gravity of the aggregate in this condition is not known it shall be

determined in accordance with A. S. T. M. C68

(above).

(6) The percentage of surface moisture in the

fine aggregate (air-dry basis) may be calculated from the formula:

. , „ .500 v~iiriF.-200 Percentage of surface moisture=

"00-|-500—

V

—*-100 where V =the combined volume in cubic centimeters of the water and fine aggregate in the flask, sp. gr.=Approximate apparent specific gravity on the fine aggregate.

6. Duplicate determinations should check to within 0.5 per cent. Variations in the composition

of the rock grains of the fine aggregate which result in variations of 0.05 in the approximate apparent

specific gravity of the aggregate will cause inaccuracy

in results equal to from 1 to 1.5 per cent of moisture. American Society for Testing Materials, standard method of decantation test for sand and other fine aggregates, serial designation D136-28, 1928.

1. This method of test covers the determination

of the total quantity of silt, loam, clay, etc., in sand

and other fine aggregates.43

ia This determination of the percentage of silt, clay, loam, etc., will include all water-soluble material present, the percentage of which may be determined separately if desired.

X100

2. The pan or vessel to be used in the determination shall be approximately 9 inches (230 mm) in diameter and not less than 4 inches (102 mm) in depth.

3. The sample must contain sufficient moisture to prevent segregation and shall be thoroughly mixed.

A representative portion of the sample sufficient to

yield approximately 500 g of dried material, shall then be dried to a constant weight at a temperature

not exceeding 110°C. (230°F.). The dried material shall be placed in the pan, and

sufficient water added to cover the sample (about 225 cc). The contents of the pan shall be agitated

vigorously for 15 seconds, and then be allowed

to settle for 15 seconds, after which the water shall be poured off, care being taken not to pour off any

sand. This operation shall be repeated until the wash water is clear. As a precaution, the wash

water shall be poured through a No. 200 sieve and

any material retained thereon returned to the washed sample. The washed sand shall be dried to a constant weight at a temperature not exceeding

110°C. (230°F.) and weighed.

5. The results shall be calculated from the formula:

Percentage of silt. Original dry weight-weight after washing

clay loam, etc. Original dry weight

6. When check determinations are desired, the wash water shall be evaporated to dryness, the

residue weighed, and the percentage calculated from

the formula:

, Mi , , Weight of residue _ • Percentage of silt, loam, clay, etc= 0riginal dry weightX100 Federal Specifications Board, specification No.

455, United States Government master specification

for broken stone, broken slag, or gravel for bitumi- nous surface treatment, January 25, 1927.

1. GENERAL REQUIREMENTS

1. Broken stone shall consist of clean, tough, durable fragments, free from an excess of soft or disintegrated particles, dirt, or other objectionable matter.

2. Broken slag shall be air-cooled blast-furnace

slag, and shall consist of angular fragments reason- ably uniform in density and quality, and reasonably

free from glassy pieces, dirt, or other objectionable matter.

3. Gravel shall consist of clean, hard, tough, durable stone particles, and shall be free from soft or disintegrated particles, dirt, or other objectionable matter.

2. DETAIL REQUIREMENTS

1. The broken stone, broken slag, or gravel, when

tested by means of laboratory screens, shall meet the

following requirements for size as designated:

(a) One-fourth to three-fourth inch size (broken stone or broken

slag)

:

Per cent Passing K-inch screen 0-15 Passing H-ineh screen 25-75 Passing 24-ineh screen.. _ 95-100 Passing 1-inch screen 100

(6) One-fourth to one-half inch size (broken stone, broken slag, or gravel): Per cent Passing 54-inch screen 0-15 Passing H-inch screen 95-100 Passing 94-inch screen 100

Note.—The materials shall be supplied in the particular type(s) and size(s) ordered.

3. Sampling and testing.

Sampling.—A. S. T. M. D75. (See 510, p. 184.) Mechanical analysis.—A. S. T. M. D18. (See

512.15, p. 250.)

240
STONE, SAND, AND CEMENTITIOUS MATERIALS 512.13

Federal Specifications Board, specification No.

464, United States Govermnentfmaster specification for fine aggregate for Portland cement concrete pave- ment or base, January 25, 1927.

I. GRADES

The materials covered by this specification shall be supplied in the particular grade or grades ordered by the purchasing department.

Grade A.—Fine aggregate for Portland cement

concrete pavement or base. Grade B.—Fine aggregate for Portland cement

concrete base only.

H. MATERIAL

Fine aggregate shall consist of sand, or, subject

to approval, other inert materials with similar characteristics, or combinations thereof. m. GENERAL REQUIREMENTS

Fine aggregate shall consist of clean, hard, strong, durable uncoated grains, free from injurious amounts

of dust, lumps, soft or flaky particles, shale, alkali, organic matter, loam, or other deleterious substances.

IV. DETAIL REQUIREMENTS

1. Fine aggregate shall be well graded from coarse to fine, and when tested by means of laboratory

screens and sieves, shall meet the following require- ments:

Per cent Passing No. 100 sieve 0- 8 Passing No. 50 sieve 5- 30 Passing K-inch screen 95-100

2. Fine aggregate shall meet the following require- ments for grades as designated:

Grade A, pavement

or base

Grade B,

base only

Sflt, loam, clay, etc., removed by decantation, not more than Per cent 3.0 Per cent5.0

3. Fine aggregate shall be of such quality that mortar briquettes made with 1 part by weight of Portland cement to 3 parts by weight of fine aggre- gate prepared and tested in accordance with the methods described in the standard specifications for Portland cement will show a tensile strength at the age of 7 and 28 days, as compared to the tensile strength developed in the same time by mortar of the same consistency made of 1 part of the same

cement and 3 parts of Ottawa sand, for grades as designated

:

Grade A, pavement or base Grade B, base only

Not less than (see Sec. VI) — per cent. Not less than (see Sec. VI) — per cent.

4. All fine aggregate shall be free from injurious

organic impurities. Aggregates subjected to the

color test for organic impurities and producing a

color darker than the standard color shall be rejected unless subsequent mortar strength or concrete strength tests indicate them to be suitable for use.

V. METHODS OF SAMPLING AND TESTING

1. Methods of sampling shall be in accordance

with A. S. T. M. D75. (See 510, p. 184.)

2. Tests of fine aggregate shall be made in accord- ance with the following methods:

(a) Mechanical analysis.—A. S. T. M.: C41-24

(see 512.10, p. 213) , using a J4-inch screen instead of a

No. 4 sieve as specified in A. S. T. M. method and

United States standard sieves meeting the require- ments of A. S. T. M. Ell (see 500.2, p. 1).

(b) Decantation test—A. S. T. M. D136-28.

(See 512.13, p. 240.)

(c) Color-organic impurities.—A. S. T. M. C40-27.

(See 512.10, p. 213.)

VI. NOTE

The percentage referred to in Section IV, 3, should

be inserted by the authorized representative of the department. The requirement will vary with the type of work and the characteristics of the available

materials. It should preferably be 100 when the

fine aggregate is to be used in the wearing course, and at least 85 when the fine aggregate is to be used

in the base course. If fine aggregate meeting the suggested requirements for mortar strength can

not be obtained, available material otherwise complying with this specification may be used, provided

the proportions can be so adjusted that concrete

of equal quality will be produced to that which

would be secured by the use of a fine aggregate

meeting the above recommended requirement for mortar strength. The mortar strength which will be developed by the fine aggregate available should be inserted in Section IV, 3, for the purpose of future

control. National Sand and Gravel Association, bulletin 3, representative specifications for different uses of sand and gravel, November, 1928. In this bulletin representative specifications, many

of which are presented in this volume, and including

specifications for fine aggregate, have been summarized.

United States Department of Agriculture, Bulletin

1216, method of mechanical analysis of extracted

aggregates, 1928.

1. The mineral aggregate left after extraction of the bituminous material shall be dried at not over

110° C. (230° F.) to a constant weight. It shall be

separated by the use of a screen having openings

one-quarter inch in diameter. The portion retained on the screen shall be examined in accordance with

the method for mechanical analysis of broken stone,

etc. The portion passing this screen shall be ex- amined in accordance with the method for the mechanical analysis of sand or other fine aggregate

(see A. S. T. M. D7, 512.12, p. 234), except that the percentage of 200-mesh material shall be determined

as follows: A 10-mesh sieve shall be superimposed on a 200-mesh sieve and the aggregate placed on the 10-mesh sieve. The material is then immersed and

gently oscillated in a bath of gasoline until all fine material has been washed off. The washed material

is then dried and weighed. The weight of material

passing the 200-mesh sieve may be obtained as

follows: Weight of total mineral aggregate (including

weight of mineral material recovered from extract) minus weight of material retained on sieve gives

weight of mineral matter passing 200-mesh sieve.

2. The mechanical analysis shall be recorded in the following manner:

Per cent Passing 200-mesh sieve Passing 80-mesh sieve and retained on 200-mesh sieve Passing 40-mesh sieve and retained on 80-mesh sieve Passing 10-mesh sieve and retained on 40-mesh sieve Passing !4-inch screen and retained on 10-mesh sieve Passing j-S-inch screen and retained on J-4-inch screen Passing %-inch screen and retained on H-inch screen

100

3. In the sieve analysis of the sand fraction the

following sizes of sieves shall be used: 10-mesh,

40-mesh, 80-mesh, and 200-mesh.

241
512.13 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

United States Department of Agriculture, Bulletin 1216, methods of making compression and tension

tests of fine aggregate for concrete, 1928.

1. Fine aggregate shall be tested for strength

either by tension or compression in a mortar pro- portioned either by volume or by weight, using a

1:3 mix.

2. Mortars made of natural sand shall be compared to mortars made with the same cement and

standard Ottawa sand mixed in the same proportion

and of the same consistency.

(A) TENSION TEST

3. The briquets for the tension test shall be molded

in the standard mold as used for testing Portland cement. Single or gang molds may be used. They

shall be wiped with an oily cloth before using.

4. Immediately after mixing, the mortar shall be

placed in the molds, pressed in firmly with the thumbs, and smoothed off with a trowel without

ramming. Additional mortar shall be heaped above

the mold and smoothed off with a trowel; the trowel

shall be drawn over the mold in such a manner as to exert a moderate pressure on the material. The

mold shall then be turned over and the operation of heaping, thumbing, and smoothing off repeated.

5. Tests shall be made with any standard machine.

The briquets shall be tested as soon as they are removed from the water. The bearing surfaces of the clips and briquets shall be free from grains of sand or dirt. The briquets shall be carefully centered, and the load applied continuously at the rate

of 600 pounds per minute.

6. Testing machines shall be calibrated frequently

in order to determine their accuracy.

7. Briquets that are manifestly faulty, or which

give strengths differing more than 15 per cent from

the average value of all test pieces made from the sample and broken at the same period, shall not be

considered in determining the tensile strength.

(B) COMPRESSION TEST

8. A cylindrical test piece 2 inches in diameter and

4 inches in length shall be used in making the compression test. The molds (single or gang molds) shall be made of noncorroding metal. The ends of the mold shall be parallel. They shall be oiled before

using. During the molding of the test piece, the moid shall rest on a clean, plane surface (preferably a piece of plate glass which is allowed to remain in place until the mold is removed).

9. The mortar shall be placed in the molds in four

layers about 1 inch in thickness, each layer being

thoroughly compacted, but not rammed by a steel tamper. The steel tamper shall have a total length

of about &}{ inches. It shall be 1 inch in diameter

for V/i inches with the handle 5% inches long and

five-eighths inch in diameter. It shall weigh approximately three-quarters of a pound. The surface of each layer shall be roughened before the addition of the next layer. In compacting the test pieces no

mixing water shall be forced out of the mortar. In

finishing the test piece, mortar shall be heaped above

the mold and smoothed off with a trowel. As soon

as the test pieces from one sample are molded, the top of each mold shall be covered with a piece of glass which shall be brought to a firm bearing on the

fresh mortar. The cover glasses shall remain in place until the molds are removed.

10. Tests of mortar cylinders shall be made in any

testing machine which is adapted to meet the specified requirements. The test pieces shall be broken

as soon as they are removed from the water. The

ends of the test cylinders shall be smooth, plane surfaces. The metal bearing plates of the testing machine shall be placed in direct contact with the ends of

the test piece. During the test a spherical bearing

block shall be used on top of the cylinder. In order

to secure a uniform distribution of the load over the

test cylinder, the spherical block must be accurately

centered. The diameter of the spherical bearing

block should be only a little greater than that of the

test piece. The test piece shall be loaded contin- uously to failure. The moving head of the testing

machine shall travel at the rate of not less than 0.05

or more than 0.10 inch per minute.

11. Testing machines should be frequently cali- brated in order to determine their accuracy.

12. Cylinders that are manifestly faulty, or which,

give strengths differing more than 15 per cent from

the average value of all test pieces tested at the same

period and made from the same sample, shall not be

considered in determining the compressive strength.

(C) STORAGE OF TEST PIECES

13. The moist closet may consist of a soapstone,

slate, or concrete box, or a wooden box lined with, metal. If a wooden box is used, the interior should be covered with felt or broad wicking kept wet. The

bottom of the moist closet should be covered with

water. The interior of the closet should be pro- vided with nonabsorbent shelves on which to place the test pieces, the shelves being so arranged that they may be withdrawn readily.

14. Unless otherwise specified, all test pieces,

immediately after molding, shall be placed in the moist closet for from 20 to 24 hours.

15. Cylinders or briquets shall be kept in molds

on glass plates in the moist closet for at least 20 hours. After 24 hours in moist air, the briquets or cylin- ders shall be immersed in clean water in storage tanks

of noncorroding material.

16. The air and water shall be maintained as nearly as practicable at a temperature of 21° C. (70° F.). Note.—It is recommended that the laboratory method of proportioning fine aggregate, viz, by weight or by volume, for either the compression or tension test shall be the same as the method used in proportioning concrete in the field. When the mortar is propor- tioned by volume the required quantity of fine aggregate and cement

shall be determined from the unit weight of the material. Exam-pie:

Weight of sand, 100 pounds per cubic foot. Weight of cement, 94 pounds per cubic foot. Required, 75 cubic inches of mortar.

75 Quantity of sand, 100X453.6 = 1,969 g.

Quantity of cement, j=|gX94X453.6=617 g. 512.14 Coarse Aggregate.

American Association of State Highway Officials, standard specifications for highway bridges and

incidental structures, 1928. COARSE AGGREGATE

1. GENERAL

Crushed stone and screened gravel.—Broken stone

or gravel shall consist of uncoated particles of clean, hard, tough, durable rock. It shall contain no

organic or other deleterious matter and shall be

free from lumps of clay and soft pieces.

2. SAMPLING AND TESTING Sampling and testing of coarse aggregate shall be

done in accordance with the methods provided in the Tentative Standard Methods of Sampling and

Testing of the American Association of State Highway Officials. Sampling shall be done by the engineer suffi- ciently in advance of the required date for accept- ance or rejection of the material to allow time for the necessary tests. Additional samples shall be

242
STONE, SAND, AND CEMENTITIOUS MATERIALS 512.14

secured and tested at such times as the engineer may

consider necessary. Samples shall weigh not less than 50 pounds.

§. GRADING

Coarse aggregate shall be uniformly graded

between the limits specified and shall meet the

following requirements:

Per cent Passing a - inch sieve " 95-100 Passing a - inch sieve "

Passing a No. 4 sieve 0-5

4. SOUNDNESS

Coarse aggregates shall pass the test for soundness. Samples showing disintegration shall be

considered to have failed in this test. American Association of State Highway Officials, standard specifications for highway bridges and

incidental structures, 1928. RUBBLE OR CYCLOPEAN AGGREGATE

One-man and derrick stone used in rubble or cyclopean concrete shall consist of tough, sound,

and durable rock. The stone shall be free from

coatings, drys, seams, or flaws of any character. In general, the percentage of wear shall be not

greater than 6 per cent as determined bv A. S. T. M.

D2. (See 510, p. 182.) Preferably stone shall be angular in shape and

shall have a rough surface such as will thoroughly

bond with the surrounding mortar. American Concrete Institute, tentative purchase

specifications for concrete aggregates, E-5A-29T,

1929. (See 512.13, p. 236.) American Railway Engineering Association, specifications for buildings for railway purposes, 1926. Coarse aggregate. (See A. R. E. A. specification for concrete, 516.3, p. 303.) American Society for Municipal Improvements,

standard specifications for sewers, 1927. Coarse aggregate. (See 518.67, p. 453.) American Society for Municipal Improvements,

standard specifications for fine aggregate asphaltic concrete paving, 1922. Coarse aggregate for use in paving. (See A. S. M. I. specification, 518.37. p. 399.) American Society for Testing Materials, tentative

specifications for concrete aggregates, serial designation C33-2ST, 1926. Coarse aggregate. (See 512.13, p. 237.) Federal Specifications Board, specification No.

454, United States Government master specification for coarse aggregate for Portland cement concrete pavement or base (stone, slag, or gravel).

The material covered by this specification shall be supplied in the particular size and type ordered,

depending on the commercial sizes available. GENERAL REQUIREMENTS

1. Broken stone shall consist of clean, tough, durable fragments, free from an excess of flat, elongated, soft, or disintegrated pieces, dirt, or other

objectionable matter.

2. Broken slag shall be air-cooled blast-furnace

slag, and shall consist of angular fragments, reason- ably uniform in density and quality, and reasonably

free from thin, elongated, or glassy pieces, dirt, or other objectionable matter.

« It is understood that the gradation of the coarse aggregate will be

limited by the insertion of a maximum and intermediate size sieve which will insure that aggregates of satisfactory grading will be provided for the work in hand. The maximum sizes of aggregates

for different classes of construction shall be as specified under "Concrete masonry," Division IIX

3. Gravel shall consist of clean, hard, tough, and

durable particles of gravel, free from soft, thin,

elongated, or laminated pieces, vegetable, or other extraneous deleterious matter. DETAIL REQUIREMENTS

(a) The broken stone shall have a percentage of wear of not more than 7.0. (This test value for quality of stone is suggested

as the lowest safe requirement. With favorable

conditions of available materials the maximum

percentage of wear permitted should be reduced.)

(i>) Broken slag of each size specified shall weigh

not less than 70 pounds per cubic foot.

(c) The material shall be well graded between the

limits specified, and when tested by means of laboratory screens and sieves shall meet the following

requirements for size as designated in the following

table:

Broken

stone Brokenslag Gravel

Size tvpe inches- No. Ssieve.-per cent. J4-inch screen, .do...

J-i-inch screen . .do M-inch screen do

0-5

0-10

5-25

0-5 0-100-5 0-10

'J4-2H

0-5

0-10

0-5 0-10

M-2

0-5 0-10

5-25

0-5 0-10

10-25 40-75 10-25 40-75 10-K)

1-inch screen do...

154-inch screen. do

40-75 40-75

40-75 95-100 40-75 95-100

100 40-75

l}-2-inch do...

2- inch screen do

2J.£-inch screen.do...

3- inch screen do___

95^100

100

100

95-100

95-100 100

100 95-100

ion 95^100

100

1 For use in base only. METHODS OF SAMPLING AND TESTING

1. Methods of sampling shall be in accordance

with A. S. T. M. standard method D75. (See

510., p. 184.)

2. Tests of coarse aggregate shall be made in accordance with the following methods:

(a) Percentage of wear: A. S. T. M. standard

method D2. (See 510., p. 182.)

(6) Weight per cubic foot: A. S. T. M. standard

method C9. (See 516.11, p. 2S7.)

(c) Mechanical analysis: A. S. T. M. Standard

method D18 (see 512.15, p. 250.), using a No. 8 sieve

in addition to the screens specified in method D18.

The No. 8 sieve shall be a United States standard

sieve meeting the requirements of A. S. T. M.

standard specification Ell, (see 500.2, p. 1). National Sand and Gravel Association, bulletin 3, representative specifications for different uses of sand and gravel, November, 1928.

(In this bulletin representative specifications,

many of which are presented in this volume, and

including specifications for coarse aggregate, have

been summarized.)

United States Department of Agriculture, bulletin 1216, method of test for percentage of shale in aggregate, 192S.

It is suggested that for the separation of shale and

other pieces having low specific gravity from concrete aggregate, a solution of zinc chloride (ZnCbJ

or some other satisfactory liquid having a specific

gravity of approximately 1.95 be used. A sample of the pebbles should be first dried to constant weight at not over 110° C, then placed in a container partially

filled with the solution. Agitate for five minutes,

skim off the lighter materials, and then pour the

solution through a sieve which will retain the

pebbles. Repeat the operation until the entire sample has been separated. Dry to constant

weight, measure the volume of retained material,

and compute the percentage of volume of shale or

other soft material.

243
512.14 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Note.—Attention is called to the fact that this method of test is not

applicable when the specific gravity of the shale exceeds the specific gravity of the solution. In cases where a solution of very high

density is required, a mixture of bromoform and benzol may be employed. United States Department of Agriculture, bulletin 1216, method of test for soundness of coarse aggregate, 1928.

1. Immerse 10 small pieces (total weight about

1,000 g.) of the rock in a saturated solution at 70° F.

of sodium sulphate (Na2 S04 ) for 20 hours, after which place them for 4 hours in a drying oven maintained at 100° C. Repeat the treatment — times. The operation of immersing, heating, reimmersing,

etc., shall be continuous. Note the condition of the rock as to soundness at the end of the test.

2. Samples which exhibit marked disintegration

shall be considered to have failed in this test. 45 512.15 Broken Stone. American Association of State Highway Officials, tentative standard specifications for highway materials, 1927. MATERIAL

NO. 1. STONE FOR TEIFORD BASE COURSE AND RECON- STRUCTED BASE COURSE The material for this work shall consist of ap- proved, sound, tough, durable stone, free from clay,

loam, or other foreign substances. The pieces shall be approximately rectangular in section, having a depth equal to the thickness of the course, a width

of from 2 to 6 inches, and a length of from 6 to 12

inches. The small stone for filling the voids in the

large material shall consist of material at least equal

in quality to that of the large stone. NO. 2. BROKEN STONE FOR WATER-BOUND BASE These specifications are substantially the same

as A. S. T. M. D190. (See p. 250.) NO. 3. BROKEN SIAG FOR WATER-BOUND BASE

1. This specification covers the quality and size of broken slag and slag screenings for use in a water- bound base course which is to be covered with any

type of surface.

2. The broken slag shall be air-cooled, blast- furnace slag and shall consist of angular fragments

reasonably uniform in density and quality, and

reasonably free from thin, elongated or glassy pieces, dirt or other objectionable matter.

3. The slag shall conform to the following require- ments : Pounds

(a) Per cent, of wear, not more than 20

(6) Weight per cubic foot, not less than 60

4. The coarse slag shall be of (a) the l}i to 2%

inch size, or (6) the 2)4 to 3}i inch size and shall be

well graded between these limits. When tested by means of laboratory screens it shall conform to the

following requirements:

Per cent

(a) Passing lH-incli screen 0-15 Passing 23^-inch screen 95-100 Passing 3-inch screen 100

(6) Passing 2^-inch screen 0-15 Passing 334-inch screen 95-100 Passing 4-inch screen 100 Either of the above sizes or a combination thereof may be specified as desired.

5. The screenings shall be of either (a) the to }{ inch size, or (b) the to %-inch size, well graded from

coarse to fine and free from dirt or other foreign material. When tested by means of laboratory

41 A correct interpretation of the results of the sodium-sulphate soundness test will be greatly assisted by a visual examination of the ledge from which the sample was obtained. Failure in the test, when

accompanied by evidence of weathering of the exposed surface, may be

considered sufficient ground for rejection.

screens it shall conform to one of the following

requirements:

Per cent

(a) Passing J4-inch screen 85-100

(6) Passing 34-inch screen... 40-80 Passing %-inch screen 95-100 Passing 1-inch screen 100 Either of the above alternate sizes may be specfied as desired.

6. Sampling and testing methods.—(a) Wear.

See 510, page 187, United States Department of Agriculture bulletin 1216, method of test for abrasion of broken stone and broken slag, 1928.

(b) Weight.—See 512.10, page 212, A. S. T. M.

method C29.

(c) Sampling.—See 510., page 184, A. S. T. M.

method D75.

No. 4. BROKEN STONE FOR BITUMINOUS CONCRETE BASE

Sections 2 and 7 (a) of A. S. T. M. D190, (see

p. 250) are part of this specification with the following

additional:

1. This specification covers the quality and size

of broken stone to be used in the construction of a

bituminous concrete base.

2. The stone shall conform to the following

requirements:

Percentage of wear, not more than 6 Toughness, not less than 6

3. The coarse aggregate shall consist either of

(a) the Yi to 1% inch size or (b) the }i to 2}i inch

size as designated and shall be well graded between

these limits. When tested by means of laboratory

screens the size designated shall conform to the

following requirements:

Per cent

(a) Passing a J^-inch screen 0- 5 Passing %-inch screen 30- 60 Passing 134-inch screen 95-100 Passing I'-^-inch screen 100

(6) Passing 34-inch screen 0- 5 Passing %-inch screen 10- 25 Passing l'.f-inch screen 40- 75 Passing 2

1 2-inch screen 95-100 Passing 3-inch screen 100

4. Test for toughness.—See 510. A. S. T. M.

method D3.

No. 7. BROKEN STONE FOR PORTLAND CEMENT CONCRETE

BASE COURSE

Section 6 (a) and (c) of No. 3 and section 4 of No. 4 (above) are part of this specification, with

the following additional:

1. This specification covers the quality and size of broken stone for use as coarse aggregate in a

Portland cement concrete base course.

2. The broken stone shall consist of uncoated

particles of clean, hard, tough, durable rock. It

shall contain no organic or other deleterious matter and shall be free from lumps of clay and soft pieces.

3. At least — per cent of the stone shall come

from ledges conforming to the following requirements:

Per cent of wear not more than 8 Toughness, not less than 5

4. The broken stone shall show no evidence of

disintegration when subjected to note 1 alternations

in the sodium sulphate test for soundness.

5. Coarse aggregate shall be uniformly graded

between the limits specified and shall meet the

following requirements:

Per cent

[Passing 3-inch screen 100

rp J Passing 2'-2-inch screen 95-100

• [Passing —inch screen (note 2) _.. [Passing 34-inch screen 0- 5 Note 1. —Five alternations are specified ordinarily. Attention, however, is called to the fact that a greater number may be specified if, in the judgment of the engineer, local conditions as to character of

materials, or kind of service required make it advisable to do so.

244
STONE, SAND, AND CEMENTITIOUS MATERIALS 512.15

Tr.

Note 2.—It is understood that the gradation of the coarse aggre

gate shall be further limited by the insertion of such requirements

for intermediate size screens as will insure that aggregates of satisfac- tory grading will be provided for the work in hand. NO. 8. BROKEN SlAG FOR PORTLAND CEMENT CONCRETE

BASE COURSE

Sections 2 and 6 of specification No. 3 and note 2

of specification No. 7 are part of this specification,

with the following additional:

1. This specification covers the qualitiy and size of broken slag for use as coarse aggregate in a Port- land cement concrete base course.

2. The slag shall conform to the following require- ments:

Per cent of wear, not more than 15 Weight per cubic foot, not less than pounds— 70

3. The broken slag shall be well graded between

the limits specified. When tested by means of lab- oratory screens it shall conform to the following

requirements:

Per cent Passing 3-inch screen 100 Passing 2V£-inch screen 95-100 Passing 1-inch screen (note 2, of No. 7) Passing }^-inch screen. 0-5 NO. 9. BROKEN STONE FOR WATER-BOUND MACADAM SUR- FACE COURSE These specifications are substantially the same as A. S. T. M. D191. (See p. 250.)

NO. 10. BROKEN SIAG FOR WATER-BOUND SURFACE COURSE

This specification is the same as specification No.

3 (above), with the exception of sections 1 and 3 which for this specification are as follows:

1. This specification covers the quality and size of broken slag screenings for use in a water-bound

surface course.

3. (a) Per cent of wear, not more than 15

(b) Weight per cubic foot pounds. . 65 NO. 11. BROKEN STONE FOR BITUMINOUS MACADAM SUR- FACE COURSE This specification is substantiallv the same as A. S. T. M. D192. (See p. 250.) NO. 12. BROKEN SLAG FOR BITUMINOUS MACADAM SUR- FACE COURSE

This specification is substantiallv the same as A. S. T. M. D159 (see 512.2, p. 254), with the fol- lowing requirement additional:

Per cent of wear, not more than 15 NO. 13. BROKEN STONE FOR BITUMINOUS CONCRETE SUR- FACE

This specification is substantiallv the same as A. S. T. M. D194 (see p. 251), omitting section 2, and

substituting the following requirements in section 4

of the A. S. T. M. specification:

Per cent Passing J^-inch screen 0-5 Passing 5|-inch screen 30-60 NO. 14. BROKEN SLAG FOR BITUMINOUS CONCRETE SURFACE This specification is substantiallv the same as A. S. T. M. D160 (see 512.2, p. 254), with the follow- ing requirement additional.

Per cent of wear, not more than 15 NO. 15. BROKEN STONE FOR PORTLAND CEMENT CONCRETE

SURFACE COURSE

Section 6 (a) and (c) of No. 3, section 4 of No. 4 and sections 2, 4, and 5 and notes 1 and 2 of No. 7

(above) are part of this specification with the follow- ing additional:

1. This specification covers the quality and size of broken stone for use as coarse aggregate in a Port- land cement concrete surface course.

2. At least — per cent of the stone shall come from

ledges conforming to the following requirements:

Per cent of wear, not more than 6 Toughness, not less than 6

NO. 16. BROKEN SLAG FOR PORTLAND CEMENT CONCRETE

SURFACE COURSE

Sections 2 and 6 of No. 3, Note 2 of No. 7 and sec- tion 3 of No. 8 (above) are part of this specification,

with the following additional:

1. This specification covers the quality and size of broken slag for use as coarse aggregate in a Portland cement concrete surface course.

2. The slag shall conform to the following require- ments : Per cent of wear, not more than pounds.. 15 Weight per cubic foot, not less than do 75 American Railway Engineering Association, specification for stone ballast, 1925. (See 511.73, p. 210.) American Society for Municipal Improvements,

specifications for broken stone and gravel roads,

1922. PROPOSED SPECIFICATIONS FOR BROKEN STONE

AND GRAVEL ROADS WITH AND WITHOUT

BITUMINOUS SURFACE TREATMENT

1. General description.—The broken-stone road

shall consist of three courses of broken stone, sep- arately constructed, laid to conform to the required

grades and cross sections and constructed as hereinafter specified.

BROKEN STONE

2. Quality of broken stone.—All broken stone shall be clean, rough surfaced, and sharp angled, of compact texture and uniform grain. Tests for broken stone.—The broken stone shall be

subjected to abrasion tests and toughness tests con- ducted by the engineer in accordance with methods

adopted by the American Society for Testing Materials. (See 510, p. 182.) It shall show a "French

coefficient of wear" of not less than 7.0 and its toughness shall be not less than 6.0.

3. Sizes.—The product of the crusher shall be

passed over a rotary screen with sections having,

respectively, circular openings of the following

dimensions: First section, %-inch holes; second section, l}4-inch holes; third section, 2J4-inch holes; fourth section, 3%-inch holes. If so directed the

first section of the screen shall be fitted with a dust

jacket having Ji-inch openings so placed as to separate the dust from the product passing through the

first section. The screening plant shall also be

fitted with a tailing chute so that no stone failing to pass the largest openings will fall into the bin for No. 4 size broken stone. The various sizes of broken

stone shall be caught in separate bins and shall be

designated as follows: Dust, all passing through %-inch screen. Screenings, all passing through %-inch screen. No. 1 size, passing through %-inch screen and over

}4-inch screen. No. 2 size, passing over %-inch screen and through

lJ4-inch screen. No. 3 size, passing over 1^-inch screen and through

2 ^1-inch screen. No. 4 size, passing over 2%-inch screen and through

3}4-inch screen.

Tailings, passing over 3%-inch screen. Portable plants.—Portable crushing and screening

plants shall be operated as directed. Stationary plants.—If broken stone is to be supplied from stationary crushing and screening plants, the several sizes of broken stone shall not be used

unless sanjples have been previously approved by

the engineer. The various sizes of broken stone fur245
512.15 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

nished shall be substantially the same as the samples

approved. CONSTRUCTION

4. First course.—After the subgrade course shall have been prepared as specified, a course of No. 4 broken stone shall be evenly spread so that it shall have after rolling the required thickness of 3^ inches. The depth of loose broken stone shall be gaged by the use of strings between iron stakes, as directed. The

spreading of the broken stone must be from piles

dumped on boards provided for the purpose or from

piles dumped alongside the road, or as directed by the

engineer. This course shall be thoroughly rolled with a 10 to 15 ton road roller. The rolling shall be- gin at the sides of the road and continue toward the

center, and shall be kept up until there is no dis- turbance of the stone ahead of the roller. After the completion of the rolling, no teaming other than that necessary for bringing on the broken

stone for the next course shall be allowed over the rolled broken stone. Should it be apparent

after the rolling of the first course that the subgrade

material shall have become churned up into or mixed with the broken stone of this course, whether

by reason of the rolling, or by hauling over the broken stone or otherwise, the contractor shall at his own expense remove and replace such mixture

of subgrade material and broken stone with clean broken stone of the proper size and shall roll the material to produce a uniform, firm, and even

first course as required.

5. Second course.—On the completed first course

shall be spread, in the manner specified in the pre- ceding paragraph, No. 3 broken stone to form the second course. This broken stone shall be evenly

spread to such a depth that it shall have, after

rolling, the required thickness of 2)4 inches. After the second course shall be compacted under the same provisions as prescribed for the first course,

it shall be evenly covered with a thin layer of screenings. The quantity of screenings to be used

shall be just sufficient to cover the larger stones, and care shall be exercised to avoid the use of an

excess of the screenings. This covering shall then

be rolled as heretofore provided. When the

rolling shall have been completed the surface

of the second course shall be firm, even, and true to the lines grades and cross sections.

6. Third course.—On the completed second course

shall be spread in the manner above specified for the

first course No. 3 broken stone to form the third

course. This broken stone shall be evenly spread to such a depth that it well have after rolling the required thickness of 2}i inches. After the third course shall have been completed under the same

provisions as prescribed for the first course, it shall be evenly covered with a thin layer of screenings.

The quantity of screenings to be used shall be just

sufficient to cover the larger stones and care shall be

exercised to avoid the use of an excess of the screenings. This covering shall then be rolled as heretofore provided, except that water shall be used in connection with the rolling as follows: After the

screenings shall have been lightly rolled, water shall be sprinkled on the road surface just ahead of the

roller in such quantity as will prevent the sticking to the wheels of the roller of the fine material on the

surface, and the combined spreading of screenings,

watering, and rolling shall be continued until the

voids of the broken stone become so filled with the

finer particles as to result in a wave of grout being

pushed along the road surface by the front wheel of the roller. When the rolling shall have been completed the surface of the third course shall be firm, even, and true to the lines, grades, and cross sections. After the third course has been compacted, puddled,

and filled as above specified, it shall be evenly

covered with a thin layer of screenings. Should at any time after its construction, and prior to the acceptance of the road, the larger stone be visible in the surface of the road, the contractor shall, without

extra allowance, spread, sprinkle, and roll sufficient screenings to completely cover the same. PAYMENT

7. Measurement and payment.—The quantity of broken-stone road to be paid for shall be the number

of square yards, measured horizontally, satisfactorily

completed in accordance with specifications. The

price stipulated shall include the furnishing, crushing, and screening of the different sizes of broken

stone, the placing, rolling, and watering of the bro- ken stone, and all work and expenses incidental to the completion of the broken-stone road. PROPOSED SPECIFICATIONS FOE BROKEN-STONE

ROAD WITH BITUMINOUS SURFACE

8. General description.—The broken-stone road

shall consist of three courses of broken stone, separately constructed, laid to conform to the required

grades and cross sections and constructed as hereinafter specified.

BROKEN STONE

9. Quality of broken stone.—All broken stone shall be clean, rough surfaced, and sharp angled, of compact texture and uniform grain. Test of broken stone.—The broken stone shall be

subjected to abrasion tests and toughness tests con- ducted by the engineer in accordance with methods

adopted by the American Society for Testing

Materials. (See 510, p. 182.) The broken stone used for the construction of the first and second

courses shall show a French coefficient of wear of not

less than 7.0 and its toughness shall be not less than

6.0. The broken stone used for the construction of the third course and in connection with the bitu- minous surface shall show a French coefficient of wear of not less than 11.0 and its toughness shall be

not less than 13.0.

10. Sizes.—The sizes shall be in accordance with

the requirements as stated in the paragraph entitled "sizes" in the specifications for "Broken-stone road."

(See above.) CONSTRUCTION

11. Same as "construction" item of above specification with the following variations:

(1) The compacting and puddling process, applied only to the third course in the above specifi- cation, is applied for all three courses under this specification.

(2) A 12 to 15 ton roller is prescribed for this specification.

(3) Number 4 broken stone is prescribed for the second course of this specification and required

thickness after rolling is Sji inches.

(4) For this specification a surface sufficiently

rough for bonding is required for the second and

third courses.

(5) The following additional requirement is stip- ulated : Each section of the broken-stone road shall be

subjected to traffiic for at least one month before the construction of the bituminous surface thereon.

12. This specification also contains specifications

for high and low carbon tars for hot and cold sur- face treatments, which are practically identical with

American Society for Testing Materials specifica- tion (see 505.31, p. 175), serial designations D104,

D105, D108, and D109; also specifications for asphaltic oil for hot-surface treatment, practically identical with Federal Specifications Board No. 275.

(See 505.22, p. 173 .)

246
STONE, SAND, AND CEMENTITIOUS MATERIALS 512.15

13. Requirements relative to the application of these specified materials are as follows: SPECIFICATIONS FOR SURFACE TREATMENTS

WITH HOT BITUMINOUS MATERIALS

Note.—The bituminous material under this designation may be

refined tars indicated as "Refined tar A," "Refined tar B," or it may

be an asphaltic oil, the selection of the type and character of the material being optional with the engineer. HOT TARS

14. Description of bituminous surface.—The bitu- minous surface shall consist of one application of Tefined tar covered with a top dressing of brokenstone chips, pea gravel, grit, or other mineral matter, constructed as hereinafter specified. BITUMINOUS MATERIAL

15. Refined iar.—Refined tar used in the construction of the bituminous surface shall conform with

either one of the specifications covering the chemical

and physical properties of refined tar included under

the item entitled "Refined tars for surface treat- ments."

16. Heating refined tar. —The refined tar shall be

heated in kettles or tanks so designed as to admit of even heating of the entire mass, with an efficient and

positive control of the heat at all times. It shall be

heated as directed bv the engineer to a temperature

between 93° C. (200° F.) and 121° C. (250° F.) All refined tar heated beyond 121° C. (250° F.) shall be rejected. No tar shall be heated in kettles or tanks containing any oil or asphalt cement. Before changing from one type to another, kettles or tanks

shall be scrupulously cleaned in order to avoid

mixtures of the two. Any mixtures of different kinds of bituminous materials shall be rejected.

Thermometers furnished by contractors.—The contractor shall provide a sufficient number of accurate,

efficient, stationary thermometers for determining

the temperature of the refined tar in kettles or tanks. CONSTRUCTION

17. Preparation of surface of road.—Prior to the

application of the refined tar, the surface of the broken-stone road, when thoroughly dry, shall be

swept clean of all dust, dirt, or other loose material with horse or power driven brooms of bass or other

fine-fiber brooms, or with stiff fiber hand brooms of bass of other fine-fiber brooms, as directed by the

engineer. When the cleaning is completed the upper surface of the No. 3 broken stone shall be exposed, forming a clean mosaic surface. In addition to the sweepings above specified, the

shoulders on each side of the road, if of earth, for a

distance of 3 feet shall be thoroughly scraped with a

blade grader in order to remove all dead material adjacent to the road, and thus prevent the formation

of a weak and brittle crust at this point after the

application of the bituminous material.

18. (a) Application of refined tar.—After the sur- face shall have been cleaned to the satisfaction of the engineer, and when thoroughly dry, the refined tar shall be uniformly applied over the prepared

surface of the road by means of a pressure distrib- utor as hereinafter specified and in accordance with

the directions of the engineer. The refined tar, when applied, shall have a temperature between

93° C. (200° F.) and 121° C. (250° F.). The total amount of refined tar to be used in the construction

of the bituminous surface shall be applied in one

application and shall not be less than one-quarter nor more than one-half gallon per square yard, the

precise quantity being determined by the engineer.

(b) Pressure distributor.—The pressure distributor employed shall be so designed and operated as to

distribute the material specified uniformly under a pressure of not less than 20 pounds nor more than

75 pounds per square inch in the amount and

between the limits of temperature specified. It shall be supplied with an accurate stationary ther- mometer in the tank containing the refined tar, and with an accurate pressure gauge so located as to be easily observed by the engineer while walking

beside the distributor. It shall be so operated that

at the termination of each run the refined tar will be at once shut off. It shall be so designed that the normal width of application shall be not less than 6

feet and so that it will be possible on either side of the machine to apply widths of not more than

2 feet. The distributor shall be provided with tires of widths dependent upon the following relationship

between the pressure per square inch of tire and the diameter of the wheel; for a 2-foot diameter wheel

500 pounds shall be the maximum pressure per

linear inch of width per wheel, an additional pres- sure of 30 pounds per inch being allowed for each

additional 3 inches in diameter.

19. Application of top dressing.—Immediately

after the completion of the application of the bitu- minous material there shall be uniformly applied to the road at the rate of from 20 to 30 pounds per square yard, broken-stone chips, pea gravel, grit or other mineral matter which will meet the following

requirements: (The exact amount to be applied should be determined in advance by the engineer,

depending on the rate of application of the bitu- minous material and character of the top dressing.)

The broken stone, or pea gravel, grit, or other mineral matter shall consist of clean, hard, tough

durable material, free from soft or disintegrated

particles, dirt, or other objectionable matter. When tested by means of laboratory screens it shall meet the following requirements:

Per cent Passing M-ineh screen, not less than 85 Retained on }4-inch screen, not less than 85 Note.—If a comparatively soft stone is used, the mesh composition

of the top dressing may be increased in size so that at least 95 per cent

shall pass a 1-inch screen and at least 85 per cent be retained on a H-inch screen. 20. Seasonal and weather limitations.—No refined

tar shall be applied when the air temperature in the shade is below 10° C. (50° F.), except by the

written permission of the engineer. PAYMENT

21. Measurement and payment.—The quantity of broken-stone road with bituminous surface to be

paid for under this item shall be the number of square yards, measured horizontally, satisfactorily

completed in accordance with the specifications.

The price stipulated in this item shall include the

furnishing, crushing, and screening of the different

sizes of broken stone, the placing, rolling, and

watering of the broken stone, the heating and dis- tributing of the refined tar, and all materials, work,

and expenses incidental to the completion of the broken-stone road with bituminous surface except

the furnishing of the refined tar, which will be

included for payment under the item entitled "Refined tars for surface treatments." SPECIFICATIONS FOR REFINED TARS FOR HOT

SURFACE TREATMENTS

22. Previous service.—The contractor will be

required to show to the satisfaction of the engineer

that the company manufacturing the product he

proposes to use under a given specification has for a period of at least two years manufactured the

material in a thoroughly equipped plant; and that the product manufactured of bituminous material

100925s—30 17 247
512.15 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

obtained from a similar source to that which he proposes to use shall have been in continuous and

successful use in the surface treatment of brokenstone roads for a period of at least two years previous

to the date of the letting in which his proposal was

submitted.

23. Refined tar "A," optional with refined tar "B." (See A. S. T. M. D109-27T, 505.31, p. 175.)

24. Refined tar "B," optional with refined tar "A." (See A. S. T. M. D108-27T, 505.31, p. 175.) 25. Delivery.—The refined tar shall be delivered

in suitable containers, far enough in advance of its use in the work to permit the necessary tests to be made. Each container shall be plainly labeled with

the trade name, name of manufacturer, gross weight,

and net weight. Each shipment and each carload

shall be kept separate.

Bills of lading.—The contractor shall furnish the engineer on or before the arrival of each shipment

at or near the site of the work, bills of lading, or correct copies thereof, which shall state the trade name, and the name and address of the company

manufacturing and supplying it. Samples.—Samples will be taken by the engineer

from each carload when delivered at the work, unless satisfactory arrangements can be made for sampling

before shipment. Such samples shall be analyzed

by the engineer to assure the delivery of a product

of the specified quality and to determine, for purpose

of payment, the quantity of bitumen.

26. Work included under this item the contractor

shall furnish and deliver on the work at such points as directed material which conforms with the specifica- tions of either type specified. 27. Measurement and payment.—The quantity of bituminous material to be paid for under this item

shall be the number of gallons placed on the highway

in accordance with the specifications and requirements, or used as directed for other purposes. Bituminous material that is wasted by the contractor

shall not be included in the measurement under this item. The price stipulated in this item shall include the cost of furnishing, hauling, and delivering the bituminous material on the work, and all expenses

incidental thereto. The quantity of bituminous material paid for will be computed on the basis of its volume at 60° F. ASPHA1TIC OIL FOR HOT SURFACE TREATMENT,

OPTIONAL WITH REFINED HOT TARS A OR B

(See Federal Specifications Board, No. 275,

505.22, p. 173.)

28. The application of this product is subject to requirements similar to those listed under "Hot

tars," in sections 14, 17, 18 (&), 19, 20, 25, 26, and 27

(above).

Note.—In section 17 omit the last sentence in the first paragraph and substitute the following sentence: "Newly constructed broken

stone and gravel roads shall be subjected to traffic for at least one month before the construction of the bituminous surface theron." In section 18 (b) omit the reference to the stationary thermometer, which is not required in this specification. The application of the product shall be as follows: After the surfaces and shoulders have been cleaned, the bituminous material shall be applied to the road

from a pressure distributor at a rate of between onethird and one-half gallon per square yard. The

asphalt when applied shall have a temperature

between 135° C. (275° F.) and 177° C. (350° F.); the exact amount to be applied per square yard to be determined by the engineer. Measurement and payment.—The quantity of sur- face treatment to be paid for under this item shall be the number of square yards, measured horizontally, satisfactorily completed in accordance with the

specifications. The price stipulated in this item

shall include the furnishing and screening of the top

dressing, the preparation of the roadway surface, the application of the bituminous material, and the spreading of the top dressing, and all materials, work

and expenses incidental to the completion of the

surface treatments, except the furnishing of the bituminous material, which will be included for payment under the item entitled "Asphaltic oil for

for hot surface treatment." SPECIFICATIONS FOR SURFACE TREATMENTS

WITH COLD BITUMINOUS MATERIALS

Requirements listed under "Hot tars" (above) in sections 17, 18 (6), 19, and 20 apply for these products.

Note.—In section 17 omit the last sentence in the first paragraph and substitute the following sentence: "Newly constructed broken

stone and gravel roads shall be subjected to traffic for at least one month before the construction of the bituminous surface thereon." In section 18 (b) omit the reference to the stationary thermometer, which is not required in this specification. In section 19 omit the note referring to the mesh composition of the

top dressing. The following additional requirements are included

in this specification:

29. Description of bituminous surface treatment.—

The bituminous surface treatment shall consist of one application of refined tar or cut-back asphalt cement covered with a thin layer of top dressing as

hereinafter specified. Note.—This specification pro vides for a surface treatment which may be used on thoroughly cleaned broken-stone or gravel roads in good condition; for the retreatment of tar surfaces or the maintenance

of seal coats on tar-macadam or tar-concrete pavements, if refined tar

is used for the surface treatment; or for the retreatment of asphaltic macadam or asphaltic concrete pavements if cut-back asphalt cement

is used for the surface treatment. Refined tar and cut-back asphalt cement.—The re- fined tar or cut-back asphalt cement, hereinafter

referred to as bituminous material, used in the construction of the surface treatments, shall conform

with its respective specification covering the chemical

and physical properties of bituminous materials in- cluded under the item entitled "Refined tar and cut- back asphalt cement for cold surface treatment."

Application of bituminous material.—After the sur- face shall have been cleaned, and when thoroughly

dry, the unheated bituminous material shall be

uniformly applied to the prepared surface of the roadway by means of a pressure distributor as hereinafter specified, and in accordance with the direc- tions of the engineer. The total amount of bitumi- nous material to be used in the surface treatment

shall be applied in one application and shall not be

less than one-eighth nor more than one-half gallon per square yard, the precise quantity being deter- mined by the engineer.

Note.—The first treatment of broken-stone or gravel roads should

consist of an application of between one-third and one-half gallon per square yard. Generally, subsequent treatments on the above

types of roads, and bituminous pavements, should be less than one- third gallon per square yard. Measurement and payment.—The quantity of surface treatment to be paid for under this item

shall be the number of square yards, measured

horizontally, satisfactorily completed in accordance with the specifications. The price stipulated in

this item shall include the furnishing and screening

of the top dressing, the preparation of the road- way surface, the application of the bituminous

material, and the spreading of the top dressing,

and all materials, work, and expenses incidental

to the completion of the surface treatments, except

the furnishing of the bituminous material, which

will be included for payment under the item entitled "Refined tar and cut-back asphalt cement for cold surface treatment."

30. Requirements listed under "Hot tars" (above)

in sections 22, 25, 26, and 27 apply for these products

with the following additional:

248
STONE, SAND, AND CEMENTITIOTJS MATERIALS 512.15

High carbon tar, optional with low carbon tar, or cut-back asphalt cement. (See A. S. T. M.

D104-27T, 505.31, p. 175.) Low carbon tar, optional with high carbon tar, or cut-back asphalt cement. (See A. S. T. M.

D105-27T, 505.31, p. 175.) Cut-back asphalt cement, optional with low and

high carbon tars. The cut-back asphalt cement shall consist of a mixture of asphalt cement and naptha which will comply with the following specifications:

Its specific gravity of 25°/25° C. (77777° F.) shall be not less than 0.890. When 20 g of the material is maintained at a uniform temperature of 163° C. (325° F.) for five hours, in an open cylindrical tin dish b

l/z cm (about

2

l/i inches) in diameter, with vertical sides measuring

approximately cm (about V/i inches) in depth, the loss in weight shall be not less than 30 nor more than 40 per cent. When tested with a standard No. 2 needle under

a load of 100 g for five seconds at 24° C. (77° F.) the penetration of the residue, expressed in hundredths of a centimeter, shaU be between 50 and 85. When tested by means of the Engler viscosi- meter at 25° C. (77° F.) the specific viscosity of the first 50 cc passing the orifice of the viscosi- meter shall be not less than 25 nor more than 35. When distilled according to the standard method

of the American Society for Testing Materials

(see 505.0, p. 182), the specific gravity of the distillate below 300° C. (572° F.) shall be not less than 0.730 nor more than 0.780.

Its bitumen, as determined by its solubility in chemically pure carbon disulphide at room temperature, shall be not less than 99.5 per cent. TEMPORARY SUBSTITUTE FOR ROAD Oil

31. Its specific gravity at 25725° C. (77°/77° F.) shall not be less than 0.835 nor more than 0.970.

It shah have a flash point of not more than 50° C.

(122° F.) when tested in an open cup oil tester. When tested by means of the Engler viscosimeter at 25° C. (77° F.) the specific viscosity of the first 50

cc. passing the orifice of the viscosimeter shall be not

less than 80 nor more than 120. When 20 g. of the material are maintained at a uniform temperature of 163° C. (325° F.) for five hours, in an open cylindrical tin dish h

xA cm. (about

2}i inches) in diameter, with vertical sides measuring

approximately 3% cm. (about 1% inches) in depth, the loss in weight shaU be not more than 30 per cent. When the residue is tested by means of the New

York Testing Laboratory float apparatus the float shaU not sink in water maintained at 50° C. (122° F.) in less than 90 seconds.

Its bitumen, as determined by its solubility in chemically pure carbon disulphide at room temperature, shall be not less than 99.5 per cent.

It shaU be soluble in 86° Baume paraffin naphtha

to the extent of not less than 94 per cent of its bitu- men as determined by clause next preceding.

PROPOSED SPECIFICATIONS FOR A GRAVEL ROAD

32. General description.—The gravel road shall consist of three courses of mixtures of gravel, sand,

and clay, separately constructed, laid to conform to the reqiured grades and cross sections and construc- ted as hereinafter specified. The transverse slope

of the finished surface of the gravel roadway shall be 1 inch per foot. Subgrade.—The subgrade for the gravel roadway

shaU consist of the natural earth roadbed prepared

and rolled until firm, hard, and even, and shall conform to the specified cross section. If sandy or other soil be encountered which will not compact

readily under the roller, a small amount of clay, or other means satisfactory to the engineer, shall be

used until a firm, even surface is obtained after roll- ing. Where the proposed grade allows the use of an

old roadway for the subgrade, the roadway shall be shaped and rolled to the specified cross section and

elevations and depressions removed so as to form an

even surface before the construction of the first course. The roller used shall be a 10 to 15 ton road

roller. Shoulders.—After the roadbed has been graded, shoulders of firm earth or other suitable material 8

inches in depth after compacting shall be construc- ted on each side of the roadbed at such distances apart as may be required to retain the width of gravel specified. No material which contains weeds,

sod, roots, or other perishable matter and which will not compact under the roller shall be placed in the

shoulders. The shoulders shaU extend to the side ditches or gutters with the same transverse slope as required for the finished roadway surface and shall be thoroughly rolled at the same time as the third

or wearing course. MATERIALS

Quality of gravel.—ALL gravel shaU be hard and

tough. Gravel which contains over 10 per cent of disintegrated stone shall not be used.

Sizes.—Two mixtures of gravel, sand, and clay

shall be used, hereinafter designated in these

specifications as No. 1 product and No. 2 product. No. 1 product shaU consist of a mixture of gravel,

sand, and clay, with the proportions of the various

sizes as follows: All to pass a 1^2-inch screen and to have at least 60 and not more than 75 per cent

retained on a }i inch screen; at least 25 and not more than 75 per cent of the total coarse aggregate

(material over %-inch in size) to be retained on a

Ya inch screen; at least 65 and not more than 85 per

cent of the total fine aggregate (material under

}4-inch in size) to be retained on a 200-mesh sieve. No. 2 product shall consist of a mixture of gravel,

sand, and clay, with the proportions of the various

sizes as follows: AU to pass a 2)4-inch screen and

to have at least 60 and not more than 75 per cent

retained on a J4-inch screen; at least 25 and not more than 75 per cent of the total coarse aggregate

to be retained on a 1-inch screen; at least 65 and

not more than 85 per cent of the total fine aggregate

to be retained on a 200-mesh sieve.

Test.—The mixture of gravel, sand, and clay of No. 1 product shall be subjected to a cementation

test conducted by the engineer in accordance with

the method recommended by the Special Committee

on Materials for Road Construction of the American

Society of Civil Engineers in January, 1916, and as described in the 1915 proceedings, page 2738, except

that the test shaU be made on material which will pass a %-inch screen. Its coefficient of cementation

shall not be less than 50. The method follows the "construction" item of proposed specifications for broken stone and gravel roads with and without bituminous surface treat- ment (above) with the following variations:

1. The compacting and puddling process, applied

only to the third course in the above specification,

is applied for all three courses under this specification.

2. First course shall consist of No. 2 product (as designated in this specification under "materials")

laid to rolled thickness of 3 inches. The second

course shall duplicate the first as to product and

thickness and the third shall consist of No. 1 product (as designated in this specification under

"materials") rolled to a thickness of 2 inches.

249
512.15 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

3. The requirements referring to the use of water

in the laying process, as given under section 6

(third course) above, should be included under

requirements for the first course under this specifi- cation. References to screenings, as included

under section 6 (third course) in the construction requirements above, are omitted in this specification.

If necessary to satisfactorily bond the roadway

surface, the third course shall be evenly covered with a thin layer of sand or sand and clay and rolled. PAYMENT

33. Measurement and payment.—The quantity

of gravel road to be paid for shall be the number of square yards, measured horizontally, satisfactorily

completed in accordance with the specifications. The

price stipulated shall include shaping and rolling of the subgrade, the furnishing of the different products of gravel, sand, and clay, the placing, rolling, and watering of the several courses, and all work and

expenses incidental to the completion of the gravel

road. (The quantity of shoulders shall be paid for under a separate item.) Note.—The use of a bituminous surface treatment for gravel roads is not recommended under all conditions throughout the country. In certain sections gravel roads are constructed with local material carrying comparatively large percentages of clay, in which

case it is doubtful whether the success of such a treatment can be

assured. American Society for Testing Materials, standard method of mechanical analysis of broken stone or broken slag, except aggregates used in cement

concrete, serial designation D18-16, 1916. The method shall consist of (1) drying at not over

110° C. (230° F.) to a constant weight a' sample

weighing in pounds six times the diameter in inches

of the largest holes required; (2) passing the sample

through such of the following size screens having

circular openings as are required or called for by the

specifications, screens to be used in the order named:

8.89-cm (3H-inch), 7.62-cm (3-inch), 6.35-cm (2%-

inch), 5.08-cm (2-inch), 3.81-cm (1^-inch), 3.18-cm UK-inch), 2.54-cm (1-inch), 1.90-cm (%-inch), 1.27- cm (^j-inch), and 0.64-em (34-inch); (3) determining

the percentage by weight retained on each screen; and (4) recording the mechanical analysis in the

following manner:

Per cent Passing 0.64-cm (J^-inch) screen Passing 1.27-cm (54-inch) screen and retained on a 0.64- cm (H-inch) screen Passing 1.90-cm (J4-inch) screen and retained on a 1.27-cm (H-inch) screen Passing 2.54-em (I-inch) screen and retained on a 1.90-cm (M-inch) screen

100.00 American Society for Testing Materials, tentative

specifications for commercial sizes of broken stone and broken slag for highway construction, serial designation D63-23T, 1923. (See 511.71, p. 207.) American Society for Testing Materials, tentative

specifications for broken stone for water-bound

base, serial designation D190-29T, 1929.

1. These specifications cover the quality and

grading of broken stone and stone screenings for use

in a water-bound broken stone base course which is to be covered with any type of surface.

2. The broken stone shall consist of clean, tough, durable fragments, free from an excess of flat, elongated, soft, or disintegrated pieces.

3. Stone for screenings shall be of suitable binding

quality.

4. The stone shall conform to the following

requirement:

Percentage of wear- Net more than 8

5. The coarse aggregate shall be of either (a) the 1% to 2}i inch size, (b) the 2% to d}i inch size,

or (c) the 2^ to inch size, and shall be well graded between the limits specified. When tested by means of laboratory screens, it shaU conform to the following requirements:

Per cent

(a) Passing l}^-ineh screen 0- 15 Passing 2J. 2 -inch screen. 95-100

(6) Passing 2J.'2 -incb screen •_ 0- 15 Passing 3}/2-inch screen 95-100

(c) Passing 2>2-inch screen 0- 15 Passing 4J^-inch screen 95-100 Note.—Any one of the above sizes or a combination thereof may

be specified as desired. 6. The screenings shall be of either (1) the to

}{ inch size, or (2) the to % inch size, well graded

from coarse to fine and free from dirt or other

foreign material. When tested by means of laboratory screens they shall conform to one of the

following requirements

:

Per cent

(a) Passing M-inch screen 85-100

(6) Passing J4-inch screen 40- 80 Passing %-inch screen 95-100 Note.—Either of the above alternate sizes may be specified as desired. 7. (a) The percentage of wear shall be determined

in accordance with A. S. T. M. D2. (See 510, p. 182.)

(b) Determinations of size shall be made in accordance with A. S. T. M. D18. (See 512.15,

p. 250.)

8. The methods of sampling shall conform to A. S. T. M. D75. , (See 510, p. 184.) Note.—The test values for quality of stone incorporated in these

specifications are suggested as the lowest safe requirements. It is not expected, however, that the limits for size and quality will be

applicable to all localities and conditions. American Society for Testing Materials, standard

specifications for broken stone for water-bound

macadam surface course, serial designation D191-29,

1929. Sections 2, 3, 5, ( (a) and (b) sizes) 6, 7, and 8, and

the footnote of A. S. T. M. D190 (given above)

are part of this specification, with the following

additional:

1. These specifications cover the quality and

grading of broken stone and broken stone screenings

for use in water-bound macadam surface course.

2. The stone shall conform to the following

requirements

:

Percentage of wear Not more than 6. Toughness Not less than 6. 3. The toughness shall be determined in accord- ance with A. S. T. M. D3. (See 510, p. 182.) American Society for Testing Materials, standard

specifications for broken stone for bituminous

macadam, serial designation D192-29, 1929. Sections 2, 5, ((a) and (b) sizes) 7, and 8, and the

footnote of A. S. T. M. D190 (given above) and

sections 2 and 3 of A. S. T. M. D191 (above) are part of this specification, with the following additional:

1. These specifications cover the quality and

grading of broken stone for use in a bituminous

macadam surface course or bituminous macadam

base.

2. The broken stone shall be free from stone coated with dirt or other objectionable matter.

3. The stone for filling the surface voids in the

coarse aggregate shall be the % to l}i inch size, and

when tested by means of laboratory screens shall conform to the following requirements:

Per cent Passing %-inch screen - 0-15 Passing 1-inch screen. 25-75 Passing lM-inch screen 95-100

4. Stone chips for use in seal coat shall be of the

J4 to 3/i inch size and when tested by means of the laboratory screen shall conform to the following

requirements

:

250
STONE, SAND, AND CEMENTITIOUS MATERIALS 512.15

Per cent Passing J^-inch screen - 0-15 Passing Jir'nch screen 25-75 Passing $4-inch screen 95-100 American Society for Testing Materials, tentative

specifications for broken stone for bituminous concrete base, serial designation D193-29T, 1929. Sections 2, 7, and 8 of A. S. T. M. D190 (given

above) are part of this specification, with the

following additional:

1. These specifications cover the quality and

grading of broken stone to be used in the construction of a closed mix and an open mix bituminous

concrete base.

2. The stone shall conform to the following

requirements:

Percentage of wear Not more than 7. Toughness Not less than 6.

3. The coarse aggregate for open-mix bituminous

concrete base shall consist of the 1% to 2% inch size and shall be well graded between these limits. When tested by means of laboratory screens it shall conform to the following requirements:

Per cent Passing lj£-inch screen . 0-15 Passing 2^2-inch screen _- 95-100

4. The coarse aggregate for closed-mix bitumi- nous concrete base shall consist of the % to 2% inch

size and shall be well graded between these limits. When tested by means of laboratory screens it shall conform to the following requirements:

Per cent Passing J^-inch screen ._ 0-5 Passing lj^-inch screen 25-75 Passing 2> 2-inch screen 95-100

5. The toughness shall be determined in accord- ance with A. S. T. M. D3. (See 510, p. 182.) American Society for Testing Materials, standard

specifications for broken stone for bituminous concrete surface, serial designation D194-29, 1929. Sections 2, 7, and 8 of A. S. T. M. D190 (given

above), sections 2 and 3 of A. S. T. M. D191 (above),

and section 2 of A. S. T. M. D192 (above) are part

of this specification with the following additional:

1. These specifications cover the quality and

grading of broken stone to be used in the construction of fine-graded bituminous concrete pavements

(modified Topeka or stone-filled sheet asphalt) and

coarse-graded bituminous concrete, including asphaltic concrete binder.

2. Stone chips shall be of the % to Yi inch size. When tested by means of laboratory screens they

shall conform to the following requirements:

Per cent Passing K-inch screen _ 0- 15 Passing 3^-inch screen . . _ 95-100

3. The coaise aggregate for fine-grade bituminous

concrete shall be of the J4 to % inch size and shall be

well graded between these limits. When tested by means of laboratory screens it shall conform to the

following requirements.

Per cent Passing J^-inch screen 0- 15 Passing J-2-inch screen 25- 75 Passing %-inch screen 95-100

4. The coarse aggregate for coarse-graded bitu- minous concrete shall consist of the % to 1J4 inch

size and shall be well graded between these limits. When tested by means of laboratory screens it shall conform to the following requirements:

Per cent Passing J<-inch screen 0- 10 Passing %-inch screen 25- 75 Passing lM-ineh screen 95-100 Federal Specifications Board, specification No.

456, United States Government master specification

for broken stone and broken slag for water bound

base or wearing course, January 25, 1927. BROKEN STONE

Sections 2, 3, 7, and 8 of A. S. T. M. D190 (given

above) are part of this specification, with the follow- ing additional:

1. DETAIL REQUIREMENTS

(a) Stone for use as designated shall meet the

following requirements:

Base

course Surface

course

Percentage of wear not more than 10.0 6.0

Note.—These test values for quality of stone are suggested as the

lowest safe requirements. With favorable conditions of available

materials, the maximum percentage of wear permitted should be

reduced.

(6) Broken stone shall be well graded between

the limits specified and, when tested by means of lab- oratory screens, shall meet the following require- ments for size as designated:

Note.—The particular size desired should be designated. Coarse stone: (1) 2% to 3}4 inch size;

Per cent Passing 2J^-inch screen __ 0- 15 Passing 3-inch screen 25- 75 Passing 3H-inch screen 95-100 Passing 4-inch screen 100

(2) 1% to 2}i inch size—

Per cent Passing lH-inch screen 0- 15 Passing 2-inch screen 25- 75 Passing 2H-inch screen 95-100 Passing 3-inch screen 100 Screenings: (3) to % inch size

Per cent Passing K-inch screen 15- 75 Passing 94-ineh screen — 95-100 Passing 1-inch screen 100 Note.—Either of these alternate sizes should be designated as desired. The to % inch size is preferred.

(4) to }i inch size

Per cent Passing %-imh screen 85-100 Passing H-mch screen 100

2. METHOD OF TESTING Mechanical analysis, A. S. T. M. D18. (See

512.15, p. 250.)

3. NOTES The materials covered by this specification are intended for use in the construction of water-bound

base or surface courses, as follows:

Types of material Course Sizes

Coarse broken stone or broken slag [Base

Inches 2H-3H

1H-2H

0-% 0-H Screenings, broken stone, or broken slag

\Surface /Base

ISurface

Federal Specifications Board, specification No.

457, United States Government master specifica- tion for broken stone and broken slag for bituminous

macadam base oi surface course, January 25, 1927. The requirements for broken stone under these

specifications are substantially the same as for

251
512.15 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

A. S. T. M. D191 (above), with the following variations: Substitute the following for the A. S. T. M.

requirement for screenings:

Chips, Yi to 3/a inch size

Per cent Passing M-inch screen 0- 15 Passing H-inch screen 25- 75 Passing ?4-ineh screen 95-100 Passing 1-inch screen 100 Include the following requirement for filler stone:

Filler stone, % to 1)4 inch size

Per cent Passing %-inch screen 0- 15 Passing 1-inch screen 25- 75 Passing lH-inch screen 95-100 Passing IJ^-inch screen 100 Note.—For the part of this specification relating to slag, see A. S. T.M. D159-27, page 254. Federal Specifications Board, specification No.

458, United States Government master specification for broken stone and broken slag for bituminous

concrete base or surface course, January 25, 1927. BROKEN STONE

1. Broken stone shall consist of clean, tough, durable fragments, free from an excess of flat, elongated, soft, or disintegrated pieces, dirt, or other objectionable matter.

2. Detail requirements: (a) The stone shall meet

the following requirements

Note.—These test values for quality of stone are suggested as the lowest safe requirements. With favorable conditions of available materials the maximum percentage of wear permitted should be reduced and the minimum toughness permitted should be increased.

(1) Percentage of wear Not more than 6.0. (2) Toughness Not less than 6.0.

(b) Broken stone shall be well graded between

the limits specified and, when tested by means of laboratory screens, shall meet the following require- ments for size as designated:

Note.—The particular size(s) desired should be designated.

(1) 1% to 2}i inch size—

Per cent Passing lj^-inch screen 0-15 Passing 2-inch screen 25-75 Passing 2H-inch screen 95-100 Passing 3-inch screen 100

(2) y4 to lYi inch size

Per cent Passing J^-inch screen 0-5 Passing M-inch screen 10-25 Passing 1^-inch screen 40-75 Passing 2J/i-inch screen 95-100 Passing 3-inch screen 100

(3) Yi to V/i inch size—

Per cent Passing J^-inch screen 0-5 Passing Ji-inch screen 40-75 Passing lj^-inch screen 95-100 Passing 1 J 2-inch screen 100

(4) Yi to Yi inch size

Per cent Passing J4-inch screen 0-15 Passing J 2 -inch screen 25-75 Passing M-inch screen 95-100 Passing 1-inch screen 100

(5) Yi to Yi inch size

Per cent Passing 54-inch screen 0-15 Passing J-2-inch screen 95-100 Passing %-inch screen 100

3. The materials covered by this specification are intended for use in the construction of bitumi- nous concrete base or surface courses, as follows:

Course Type of material Use of material Size

Ty> eh pi Bituminous Broken stone Coarse aggregate, open

mixture. Coarse aggregate, closed mixture.

concrete

base. or broken

slag. f M-2H

I WM 'Coarse aggregate, coarse- graded bituminous con- Bituminous Broken stone crete. concrete or broken Coarse aggregate, fine- f M-M

surface. slag. graded bituminous concrete. IX-'A

ChiDS. _

4. Sampling and testing

Sampling—A. S. T. M. D75. (See 510, p. 184.) Percentage of wear.—A. S. T. M. D2. (See 510,

p. 182.) Toughness—A. S. T. M. D3. (See 510, p. 182.) Mechanical analysis.—A. S. T. M. D18. (See

p. 250.) Federal Specifications Board, specification No.

459, United States Government master specification

for broken stone and broken slag for binder course, sheet asphalt pavement, January 25, 1927. BROKEN STONE

1. Broken stone shall consist of clean, tough, durable fragments, free from an excess of flat, elongated, soft or disintegrated pieces, dirt, or other objectionable matter.

2. Detail requirements: (a) Toughness, not less than 6. Note.—This test value is suggested as the lowest safe requirement. With favorable conditions of available materials, the minimum

toughness permitted should be increased.

(6) The broken stone, when tested by means of laboratory screens, shall meet the following require- ments:

Per cent Passing K-inch screen —

5

Passing %-inch screen 40—75 Passing lj^-inch screen 95—100 Passing lj-l-inch screen 100

3. Sampling and testing

Samnling: A. S. T. M. D75. (See 510, p. 184.) Toughness: A. S. T. M. D3. (See 510, p. 182.) Mechanical analysis: A. S. T. M. D18. (See p. 250.) United States Department of Agriculture, Bulletin

1216, method of test for apparent specific gravity and

absorption of stone and other coarse materials, 1928.

1. The apparent specific gravity shall be obtained

by weighing the water displaced by a sample of the material weighing approximately 1,000 g, broken into pieces about 1% inches in diameter. The vessel to be used consists of a galvanized-iron cylinder closed

at one end and measuring 5 inches in diameter by

8 inches high. A brass spout one-half inch in diameter is soldered into the side of the cylinder 6 inches from the bottom. The spout is inclined at an

angle of 2° with the horizontal and is 2}^ inches long.

A notch is filed across its lower end to stop the drip

from the displaced water. To determine the specific

gravity and absorption, the dried and cooled sample

shall be weighed to the nearest 0.5 g and immersed in water for 24 hours. The pieces shall then be surface dried individually with a towel, the sample reweighed

and immediately placed in the cylinder, which has been previously filled to overflowing with water at room temperature.

2. The weight of water displaced by the sample

shall be used to calculate its apparent specific

252
STOXE, SAND, AND CEMENTITIOTJS MATERIALS 512.16

gravity. The difference between the original

weight of the sample and its weight after 24 hours

shall be used to determine the absorption.

512.16 Fillers. American Association of State Highway Officials, tentative standard specifications for highway

materials, 1927. MINERAL FILLER

1. This specification covers mineral filler for use

in the construction of sheet asphalt or bituminous

concrete pavements.

2. The mineral filler shall consist of Portland cement or approved dust prepared from crushed rock and shall be free from lumps or balls or any

foreign material that may injure it for the purpose

intended.

3. When tested by means of laboratory sieves, the mineral filler shall meet the following require- ments:

Per cent Passing 100-mesh sieve, not less than 85 Passing 200-mesh sieve, not less than 65

4. SajnpUng.—See A. S. T. M. D75, 510, p. 184.

5. Testing.—See A. S. T. M. D7, 512.12, p. 234. American Society for Testing Materials, standard

specifications for materials for cement grout filler for brick and stone-block pavements, serial designation D57-20, 1920. Approved as tentative American standard by the American Engineering Standards Committee, now

the American Standards Association. SAND FOR CEMENT GROUT FILLER

1. The sand shall consist of clean, hard, durable

stone particles, preferably siliceous, free from lumps

of clay and objectionable foreign matter.

2. (a) The sand shall be well graded from coarse to fine and when tested by means of laboratory

sieves shall meet the following requirements:

Per cent Total passing No. 10 sieve 100 Total passing No. 20 sieve, not less than SO Total passing No. 200 sieve, not more than 5

(6) This test shall be made in accordance with A. S. T. M. D7. (See 512.12, p. 234.)

3. (a) When the sand is mixed with Portland cement passing the requirements of the standard

specifications and tests for Portland cement (serial designation C9, see 516.11, p. 287) of the American

Society for Testing Materials, in the proportion of

1 part of cement to 3 parts of sand, by weight,

according to the standard method of making 1 :

3

mortar briquets, the resulting mortar at the age of 7 and 28 days shall have a tensile strength of at least 75 per cent of that developed in the same time by

mortar of the same consistency, made of 1 part of the same cement and 3 parts of Ottawa sand.

(6) Preliminary acceptance samples shall be subjected to both 7 and 28 da}* mortar tests, and accept- ance based thereon. Samples tested during the

progress of the work will be accepted on the basis of the 7-day test.

(c) The tests for mortar strength shall be made in accordance with the A. S. T. M. standard specifica- tions and tests for Portland cement.

Note.—The Portland cement used in testing the proposed sand

should preferably be that used or to be used in the work.

4. The sand shall be subject to inspection after delivery at the place of use, prior to and during the

laying of the pavement.

5. The sand shall be sampled for testing at the

source of supply, if required. Samples shall also be

taken for testing from time to time, at the place of

use prior to and during the laying of the pavement

whenever desired by the engineer.

PORTLAND CEMENT FOR CEMENT GROUT FILLER

6. Portland cement for use in cement grout filler shall conform to the requirements of the A. S. T. M.

standard specifications and tests for Portland cement. WATER FOR CEMENT GROUT FILLER

7. Clean water free from harmful amounts of oil, acid, alkali, organic or vegetable matter shall be

used. Federal Specifications Board, specification No.

461, United States Government master specifica- tion for sand for cement grout filler, brick, and stone- block pavements, Januarv 25, 1927. See par. 7 A. S. T. M. D57, above.

National Sand and Gravel Association, bulletin 3, representative specifications for different uses of sand

and gravel, November, 1928.

(In this bulletin representative specifications,

many of which are presented in this volume, and

including specifications forjfillers and grouts, have

been summarized.)

United States Department of Agriculture, Bulletin 1216, methods of sampling and testing premolded

joint fillers, 1928. One section at least 1 foot long and the full width

of the joint shall be submitted from each consignment and shall be tested in accordance with the

following method:

(a) Absorption.—A sample 2 by 6 inches is cut from the joint material in such a manner that all edges are freshly cut and weighed. The specimen

is then immersed in water for 24 hours, removed,

and the surface water wiped off with a slightly dampened cloth. The specimen is then quickly weighed

and the percentage of absorption computed.

(b) Brittleness.—A sample 2 by 6 inches is cut from the joint material parallel to the lay of the

fiber and maintained at a temperature of from 4° to

6° C. in water for at least two hours prior to testing.

It is then clamped between two boards so that the ex- pansion joint cantilevers 3H inches and is held in any suitable support. A cast-iron ball, weighing 0.95 pound and having a diameter of 1.875 inches, is suspended by a cord which is tied to an eyelet sol- dered to the ball. For samples having a thickness

of nine-sixteenths inch or less the ball is suspended

1 foot above the center of the projected portion of the specimen. For samples over nine-sixteenths inch in thickness the ball is suspended 2 feet above

the specimen. The ball is released by burning the

string above the eyelet.

(c) Distortion.—A sample 2 by 6 inches, absolutely

fiat and straight, which has been cut parallel to the

lay of the fiber, is clamped between two blocks so that the expansion joint cantilevers 3J4 inches. The

clamp with the expansion joint is then placed in an

oven maintained at 125° F. for two hours. The

deflection from the horizontal is then measured.

United States Department of Agriculture, Bulletin 1216, method for determination of fineness of mineral filler, 1928.

1. The fineness test of mineral filler shall be made

on a 200-mesh sieve which meets the requirements

of the 200-mesh sieve specified for Portland cement.

_ 2. The test shall be made with 50 g of filler. The

sieve shall be thoroughly clean and dry. The filler shall be placed on the No. 200 sieve, with a pan and

cover attached, if desired, and shall be held in one hand in a slightly inclined position so that the sample will be well distributed over the sieve, at the same time gently striking the side about 150

times per minute against the palm of the other hand

on the upstroke, The sieve shall be turned every

253
512.16 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

25 strokes about one-sixth of a revolution in the same direction. The operation shall continue until not more than 0.05 g passes through in one minute

of continuous sieving. The fineness shall be deter- mined from the weight of the residue on the sieve expressed as a percentage of the weight of the

original sample.

3. Mechanical sieving devices may be used, but

the filler shall not be rejected if it meets the fineness requirement when tested by the hand method de- scribed in section 2. United States Department of Agriculture, Bulletin 1216, method of sampling mineral filler, 1928. Mineral filler shall be sampled according to the method for sampling Portland cement received in carload lots. (See A. S. T. M. C9, 516.11, p. 287.)

512.2. SLAG.

American Association of State Highway Officials, standard specifications for highway materials, 1928. This association has the following specifications for broken slag, which are presented under 512.15, page 244: No. 3. For water-bound base. No. 8. For Portland cement concrete base course. No. 10. For water-bound surface course. No. 12. For bituminous macadam surface course. No. 14. For bituminous concrete surface. No. 16. For Portland cement concrete surface

course. American Society for Testing Materials, standard

method of mechanical analysis of broken stone or broken slag, except aggregates used in cement concrete, serial designation D18-16, 1916.

(See 512.15, p. 250.) American Society for Testing Materials, tentative

specifications for commercial sizes of broken stone and broken slag for highway construction, serial designation D63-23T, 1923. (See 511.71, p. 207.) American Society for Testing Materials, standard

specifications for broken slag for water-bound base and wearing course, serial designation D65-23, 1923.

1. These specifications cover primarily slag screen- ings and coarse slag to be used in the construction of a water-bound base upon which some higher type of wearing course will be placed, preferably after the base has been firmly compacted by traffic. For a

light traffic road it may also serve for both foundation and wearing course, provided the thickness of each is not less than 4 inches.

2. The broken slag shall be air-cooled blast-furnace

slag and shall consist of angular fragments reasonably uniform in density and quality, and reasonably

free from thin, elongated or glassy pieces, dirt, or other objectionable matter.

3. The weight per cubic foot of each size specified

shall be not less than 65 pounds.

4. The percentage of wear shall be not more than

12.0 per cent.

5. Screenings are that portion of the product of the crusher, including the dust of fracture, which,

when tested by means of laboratory screens, shall meet the following requirements:

Per cent Passing M-inch screen, not less than. ._ 95 Passing J^-inch screen _ 40-80

6. Coarse slag is that portion of the product of the crusher which, when tested by means of laboratory

screens, shall meet the following requirements:

Per cent Passing 4-inch screen, not less than 95 Retained on 2J4-inch screen, not less than 85

7. (a) Weight per cubic foot.-—The weight per cubic

foot shall be determined as specified in A. S. T. M.

C29. (See 512.10 p. 212.)

(b) Percentage of wear.—The percentage of wear

shall be determined as specified in A. S. T. M. D2

(see 510, p. 182) , using, however, a volume of 4,000 cc measured loose of the broken slag of the size specified in the standard test.

8. The method of sampling shall conform to A. S. T. M. D75. ' (See 510, p. 184.) American Society for Testing Materials, standard

specifications for shovel-run or crusher-run broken

slag for water-bound base, serial designation D66-23,

1923.

(Sees. 2, 3, 7, and 8 of A. S. T. M. D65, above,

are part of this specification, with the following

additional:)

1. These specifications cover primarily slag to be

used in the construction of a water-bound base upon

which some higher type of wearing course will be

placed, preferably after the base has been compacted

by traffic.

2. The percentage of wear shall be not more than

15.0 per cent.

3. Shovel-run or crusher-run slag, when tested by

means of laboratory screens, shall meet the following

requirements:

Per cent

Passing 4-inch screen, not less than 95 Passing 2J-£-inch screen 25-75 American Society for Testing Materials, standard

specifications for broken slag for bituminous mac- adam wearing course, serial designation D159-27,

1927. (Sections 2, 7 (a), and 8 of A. S. T. M. D65 (above)

are part of this specification with the following

additional :) 1. These specifications cover % to % inch, 1% to % inch, and 2J4 to 1% inch or 3)4 to 2% inch size slag to be used in the construction of a bituminous

macadam wearing course in which the bituminous

material is applied by the penetration method. The

maximum size of 3)4 inches specified for the wearing

course is on the basis of a course 2% to 3)4 inches in thickness after consolidation. The IK to % inch size should be used to fill the surface voids after the

first application of bituminous material and the %

to Yi inch size after the application of the seal coat.

2. The weight per cubic foot of each size specified

shall be not less than 70 pounds.

3. The % to % inch size is that portion of the product of the crusher which, when tested by means

of laboratory screens, shall meet the following

requirements:

Per cent Passing %-inch screen, not less than 95 Passing H-ineh screen 25-75 Passing H-inch screen, not more than 15

4. The 1% to % inch size is that portion of the product of the crusher which, when tested by means

of laboratory screens, shall meet the following

requirements:

Per cent Passing lj^-inch screen, not less than...' 95 Passing 1-inch screen... 25-75 Passing %-inch screen, not more than 15

5. The 2}{ to l}i inch and 3)4 to 2^ inch sizes are that portion of the product of the crusher which,

when tested by means of laboratory screens, shall conform to one of the following requirements:

Per cent Passing 2J^-inch screen, not less than 95 Total passing lj^-inch screen, not more than 15 Passing 3H-inch screen, not less than 95 Total passing 234-inch screen, not more than 15 Note.—One of the above alternate sizes for coarse slag should be

specified to best suit the local and service conditions. American Society for Testing Materials, standard

specifications for broken slag for bituminous concrete (coarse-graded aggregate type), serial designation D160-27, 1927.

254
STONE, SAND, AND CEMBNTITIOUS MATERIALS 512.2

(Sections 2, 7 (a), and 8 of A. S. T. M. D65 (above)

and sections 2 and 3 of A. S. T. M. D159 (above) are part of this specification with the following

additional:)

1. These specifications cover % to % inch and l)i to Yi inch size slag to be used in the construction of a coarse-graded bituminous concrete wearing course constructed by the mixing method. The % to Yi inch size should be used after the application of the

seal coat when a seal coat is used.

2. The \yi to }i inch size is that portion of the product of the crusher which, when tested by means

of laboratory screens, shall meet the following

requirements:

Per cent Passing 154-inch screen 95-100 Passing 54-inch screen 25-75 Passing J4-inch screen, not more than S American Society for Testing Materials, standard

specifications for broken slag for bituminous concrete (fine-graded aggregate tvpe) , serial designation

D161-27, 1927. (Sections 2, 7 (a), and 8 of A. S. T. M. D85 (above)

are part of this specification with the following

additional:)

1. These specifications cover slag aggregate to be

used in the construction of a bituminous concrete wearing surface constructed by the mixing method.

2. The weight per cubic foot shall be not less than

70 pounds.

3. The slag aggregate is that portion of the product of the crusher which, when tested by means of laboratory screens, shall conform to the following

requirements

:

Per cent Passing J^-incb screen 95-100 Passing screen 0-75 American Society for Testing Materials, standard

specifications for broken slag for bituminous macad- am base, serial designation D195-27, 1927. (Sections 2, 3, 7(a), and 8 of A. S. T. M. D65

(above) are part of this specification with the

following additional:)

1. These specifications cover % to 1J4 inch, 1%

to inch, and 2}^ to d}i inch size broken slag to be

used in the construction of a bituminous macadam base in which the bituminous material is applied

by the penetration method and which is to be covered with any type of surface course. The 2}i to 33-2 inch size is intended for use as a

first course, which will be penetrated with bitumi- nous material, when a base of over 3}i inches is desired. The l}i to 2J-2 inch size is intended for use as a

second course which is to be penetrated with

bituminous material. The %to % inch size is intended to fill the surface voids when a sheet asphalt or a fine-graded bitumi- nous concrete is to be placed directly upon it. This material can be omitted when a coarse-graded

bituminous concrete or a binder course is to be

laid directly upon the base.

2. The coarse slag when tested by means of laboratory screens shall conform to the following

requirements:

Per cent

(o) Passing 3M-inch screen, not less than 95 Total passing 2}2-inch screen, not more than 15

(o) Passing 2H-mch screen, not less than 95 Total passing lj^-inch screen, not more than... 15

3. The intermediate size slag when tested by means of laboratory screens shall conform to the

following requirements:

Per cent Passing a lM-inch screen, not less than 95 Passing 1-inch screen 25-75 Passing M-inch screen, not more than 15

American Society for Testing Materials, standard

specifications for broken slag for bituminous concrete base, serial designation D196-27, 1927. (Sections 2, 7(a), and 8 of A. S. T. M. D65 (above)

are part of this specification with the following

additional:)

1. These specifications cover % to l}i inch and

Yi to 2Y2 inch size broken slag, either of which is to be used in the construction of a bituminous

concrete base prepared by the mixing method and

upon which may be placed any type of surface

course.

2. The weight per cubic foot of each size specified

shall be not less than 70 pounds.

3. The slag when tested by means of laboratory

screens shall conform to one of the following

requirements

:

Per cent

(0) Passing lj^-inch screen, not less than _. 95 Passing 54-inch screen 25-75 Passing J^-inch screen, not more than 5

(6) Passing 2>2-inch screen, not less than 95 Passing lJi-inch screen.. 25-75 Passing J^-inch screen, not more than 5 Note.—One of the above alternate sizes for broken slag should be

specified to best suit the local and service conditions. Federal Specifications Board, specification No.

455, United States Government master specification

for broken stone, broken slag or gravel for bitumi- nous surface treatment, January 25, 1927. (See 512.13, p. 240.) Federal Specifications Board, specification No.

456, United States Government master specification

for broken stone and broken slag for water-bound

base or wearing course, January 25, 1927. BROKEN SLAG

(Sections 2, 3, 7, and 8 of A. S. T. M. D65 (above)

are part of this specification with the following additional:) Broken slag shall be that product of the crusher

which, when tested by means of laboratory screens,

shall meet the requirements for size as specified in the part of this specification devoted to "broken

stone." (See 512.15, p. 251, sections 1 (6) and 2.) SHOVEL-RUN OR CRUSHER-RUN BROKEN SLAG

FOR BASE

The requirements for this product are the same as

A. S. T. M. D66 (given above). Federal Specifications Board, specification No.

457, United States Government master specifica- tion for broken slag for bituminous macadam base

or surface course, January 25, 1927. (The requirements for broken slag under these

specifications are substantially the same as for A. S. T. M. D159 (above), with the following test method added:)

Mechanical analysis, A. S. T. M. D18. (See

512.15, p. 250.) Federal Specifications Board, specification No.

458, United States Government master specifica- tion for broken stone and broken slag for bituminous

concrete base or surface course, January 25, 1927. BROKEN SLAG

1. Broken slag shall be air-cooled blast-furnace

slag, and shall consist of angular fragments reason- ably uniform in density and quality, and reasonably free from thin, elongated, or glassy pieces, dirt, of other objectionable matter.

2. Detail requirements.—(a) Slag of each size specified shall meet the following requirement: Weight

per cubic foot not less than 70 pounds.

255
512.2 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

(b) The size requirements, uses, and methods of sampling and mechanical analysis in sections 2 (b), 3, and 4 of 512.15, page 252, Federal Specifications

Board, "broken stone", are part of this specifica- tion with the following test additional: Weight per cubic foot, A. S. T. M. C29. (See

512.10, p. 212.) Federal Specifications Board, specification No.

459, United States Government master specifica- tion for broken stone and broken slag for binder

course, sheet asphalt pavement, January 25, 1927. BROKEN SLAG

1. Broken slag shall be air-cooled blast-furnace

slag and shall consist of angular fragments reasonably uniform in density and quality, and reasonably

free from thin, elongated, or glassy pieces, dirt, or other objectionable matter.

2. Detail requirements.—(a) Weight per cubic foot not less than 70 pounds.

(6) Size requirements and methods of sampling

and testing are the same as for Federal Specifica- tions Board "broken stone" (see 512.15, p. 251),

with following test additional: Weight per cubic foot, A. S. T. M. C29. (See

512.10, p. 212.) National Slag Association, recommended specifi- cations for slag to be used in highways and highway

structures, 1927. DEFINITION

The term "slag" shall apply to the nonmetallic

product, consisting essentially of silicates and alumino-silicates of lime, which is developed simultaneously with iron in a blast furnace. CLASSIFICATION

The term "air-cooled" shall apply to blast- furnace slag whose initial process of commercialization has included atmospheric cooling from molten

to solid forms in pits or banks. The term "granulated" shall apply to blast- furnace slag which has been cooled by pouring the

slag while still molten into water. COMMERCIAL NAMES

Commercial slag appears on the market under the

following names:

(a) Coarse slag aggregate is broken air-cooled blast-furnace slag which usually passes a 4J^-inch screen and is retained on a or %-inch screen. This product is subdivided by intermediate screens

into sizes determined by the use to which it is to be

put.

(6) Slag screenings is broken air-cooled blast- furnace slag which (according to the section in which

it is produced) is furnished in sizes passing screens as follows: Upper limit, 1, %, and % inch; lower limit, %, %, or inch.

(c) Slag sand is broken air-cooled blast-furnace

slag, including dust of fracture, all of which usually passes a %-inch screen.

(d) Crusher-run slag is broken, but unscreened,

air-cooled blast-furnace slag, sized approximately

4/2 to inch.

(e) Shovel-run slag is air-cooled blast-furnace

slag marketed as an unprocessed material, sized approximately 6 to inch.

(/) Granulated slag is water-cooled blast-furnace

slag, most of which will pass a %-inch screen.

TESTS FOR BLAST-FURNACE SLAG

WEIGHT-PER-CTJBIC-FOOT DETERMINATION

Shall be made in accordance with A. S. T. M. C29.

(See 512.10, p. 212.) METHOD OF SAMPLING

Shall conform to A. S. T. M. D75. (See 512.10,

p. 184.) SPECIFICATIONS 48

Section (a).—The following specification covers

the requirements (except for size) for slag to be used

in the highway construction, highway maintenance,

and highway structures listed below: "The broken slag shall consist of roughly cubical fragments of air-cooled blast-furnace slag, reason- ably uniform in density and quality and reasonably

free from metallic iron, dirt, or other objectionable matter. The slag shall weigh not less than 70 pounds per cubic foot.

1. One-course plain or reinforced cement concrete highways.

2. Wearing course in 2-course plain or reinforced cement concrete highways.

3. Water-bound macadam wearing course.

4. Traffic-bound wearing course.

5. Bituminous macadam wearing course, penetration method.

6. Bituminous macadam wearing course, premixed

method.

7. Retread top bituminous construction.

8. Bituminous concrete, fine-graded aggregate

type.

9. Bituminous concrete, coarse-graded aggregate

type.

10. Single surface treatment.

11. Double surface treatment.

12. Bituminous concrete binder course. Section (b)

.

—The following specification covers the requirements (with the exception of size) for slag to be used in the highway construction, highway

maintenance, and highway structures listed below: "The broken slag shall consist of roughly cubical fragments of air-cooled blast-furnace slag, reasonably

uniform in density and quality and reasonably free from metallic iron, dirt, or other objectionable

matter. The slag shall weigh not less than 65

pounds per cubic foot."

1. Plain or reinforced cement concrete base course.

2. Plain or reinforced cement concrete combination base and curb.

3. Plain or reinforced cement concrete highway

structures.

4. Plain or reinforced cement concrete sewer

pipe.

5. Plain or reinforced cement concrete piling.

6. Drain tile, fence posts, markers, brick, and

other cement concrete products.

7. Reconstructed rolled base course of slag or

other materials.

8. Crusher-run slag base course.

9. Shovel-run slag base course.

10. Water-bound macadam base course.

11. Bituminous concrete "black base" course. Section (c).—"Granulated slag for brick cushion

and for granulated slag base course shall consist of water-cooled or steam-cooled blast-furnace slag,

16 These specifications agree substantially with those of the Federal

Specifications Board, Committee E-5of American Concrete Institute, and Committees C-9 and D-4 of American Society for Testing Materials, and with the recommendations made by F.H.Jackson and J. T. Pauls as the result of the Arlington Circular Track Tests of United

States Bureau of Public Roads.

256
STOKE, SAND, AND CEMENTITIOUS MATERIALS 513

substantially free from black cinder. For base

course not less than 90 per cent shall pass three- fourth inch, and for brick cushion not less than 95

per cent shall pass one-fourth inch." United States Department of Agriculture, Bulletin

1216, method of test for apparent specific gravity and

absorption of stone and other coarse materials, 1928. (See 512.15, p. 252)

513. SAND-LIME BRICK

American Society for Testing Materials, tentative

specifications for sand-lime building brick, serial designation C73-28T, 1928.

1. These specifications cover building brick made

from sand and lime intended for use in brick masonry.PHYSICAL PROPERTIES AND TESTS

2. (a) The bricks shall be classified as hard,

medium, and soft on the basis of the following

requirements: The classification of any lot of bricks

shall be determined by the results of the tests for that requirement in which it is lowest.

Classification

Absorption limits Modulus of rupture

(brick flatwise)

Mean of 5

tests Individual, maximum

Mean of 5

tests Individual, minimum

Hard

Per cent 9 or less Per cent1218 No limit.

Lbs./in.' 600 or over..

450 or over..

300 or over..

Lbs./in>

400

300

200 Medium

Soft 9 to 15

15 or over

(b) The tests shall be made in accordance with

A. S. T. M. C67-28T. (See 534.10, p. 574.)

3. For the purpose of tests, bricks representative

of the commercial product shall be selected by a competent person appointed by the purchaser, the

place or places of selection to be designated when

the purchase order is placed. The manufacturer or

seller shall furnish specimens for test without charge.

All bricks shall be carefully examined and their condition noted before testing. For the purpose of

tests, not less than 10 bricks shall be required. In

general, two samples of 10 bricks each shall be tested

for every 100,000 bricks contained in the lot under

consideration, but where the total quantity exceeds 500,000 the number of samples tested per 100,000

bricks may be fewer, provided that they shall be

distributed as uniformly as practicable over the

entire lot. Additional representative samples may

be taken at any time or place at the discretion of the

purchaser.

STANDARD SIZE

4. The standard size of sand-lime brick shall be

2Ya by Z% by 8 inches with a permissible variation

of plus or minus one-sixteenth inch in depth, one- eighth inch in width, and one-fourth inch in length.

INSPECTION AND REJECTION

5. All bricks shall conform to the following re- quirements for general properties under visual inspection:

(a) They shall be sound, of compact structure, reasonably uniform in shape, and free from cracks, warpage, large pebbles, balls of clay, or particles of lime that would affect their serviceability or strength. After being subjected to the absorption test they

shall show no superficial disintegration.

6. If the visual inspection, section 5, appears to

indicate inferior strength, the bricks may be rejected

unless the physical tests show the quality or grade

to be as specified. Federal Specifications Board, specification No.

505, United States Government master specifica- tion for brick, sand-lime, common, July 11, 1927. This specification is applicable to common (not

face) sand-lime brick of any of the following three

classes: H, hard; M, medium; and S, soft. MATERIAL AND WORKMANSHIP

Brick under this specification shall be of sand

and lime hardened by treatment with high-pressure steam. They shall be sound, of compact structure, reasonably uniform in shape, and reasonably free from lime spots, large pebbles, and balls of clay.

GENERAL REQUIREMENTS

The standard size of brick shall be 2}i by 3% by 8

inches with permissible variations of one-eighth inch

in breadth or depth and one-fourth inch in length. Bricks shall be delivered in good condition, with

not more than 5 per cent broken. At the completion of the absorption test the

bricks shall show no evidence of a tendency to dis- integrate.

DETAIL REQUIREMENTS

The brick shall meet the following absorption and

strength requirements for its respective class. The

standing of any set of bricks shall be determined by

the requirements in which it is lowest. Unless

otherwise specified in the invitation for bids, medium

(M) or hard (H) brick shall be accepted in lieu of

soft (S) brick and hard (H) brick in lieu of medium

(M) brick.

Class

Absorption Transverse breaking load, 7-inch span

Average of 5 Individual, maximum Average of 5 Individual, minimum

H

Per cent

12 or less

12 to 20

Per cent

1524 No limit.

Pounds

1,080 or more..

810 or more

540 or more

Pounds

725 540 360 M

S 20 or more..

.

METHOD OF SAMPLING AND TESTS

1. Sampling.—Ten bricks selected by the inspector, so as to be fairly representative of a quantity

not exceeding 50,000 bricks, shall constitute a

sample. If the bricks are delivered by car or boat, one sample shall be taken from each carload or boatload. If the bricks are delivered by truck or wagon, one or more samples shall be taken at the

point of origin, covering all of the material from

which shipments are to be made. Additional

representative samples may be taken at any time

or place at the discretion of the inspector.

2. Tests.—The sample shall be dried to constant weight at a temperature of 212° to 220° F.

(a) Absorption.—When cool, 5 of the 10 bricks

in the sample shall be weighed separately on scales sensitive to within one-half of 1 per cent of the

weight. They shall then be completely immersed

in soft, distilled, or rain water at room temperature.

The water shall be brought to a boil within one hour and boiling continued for five hours. The

bricks shall be allowed to cool to room temperature

in the water. They shall then be removed from

the water and weighed, after wiping the surface

257
513. STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

with a damp cloth. This weight, minus the weight

of the dry bricks, equals the weight of the water

absorbed, which is calculated to per cent of the weight of the dry bricks. Where means are not available for boiling the

bricks, the absorption test may be made by immersing the dry bricks in soft distilled or rain water at ordinary temperature for five hours. When this method is used, the required absorption limits for the different classes shall be reduced one-fourth below the values given in the preceding section for both the average and the individual maximums.

In cases of disagreement as to the resulting

classification, the absorption shall be determined

by the boiling method and the full percentage

absorption for the respective classes given in the preceding section applied. The same bricks, redried to constant weight, may be used in any

such retest.

(b) Transverse strength.—The other five bricks of the sample, previously dried, shall be tested laid

flat wise on a span of 7 inches and with the load applied at the midpoint of the span with a standard

testing machine or a calibrated portable or semi- portable testing equipment. A steel bearing plate

about inch thick by 1% inches wide, shall be placed

between the upper knife-edge and the brick. The

knife-edges in contact with the brick shall be

mounted so they will adjust themselves to the

irregularities in the shape of the brick, and one or both of the lower bearings shall be free to follow any movement of the brick during the test, NOTES

1. Strength tests.—The acceptance procedure has

been simplified to permit making the necessary

tests at the building site or at the manufacturer's

plant without the use of laboratory equipment,

although the latter should be used where available. Responsibility for the accuracy, calibration, and

general sufficiency of the equipment used necessarily devolves on the purchasing or inspecting

officer concerned. The Federal Specification Board specification contains specifications for equipment for conducting

the transverse test, and also a list of manufacturers

who have indicated willingness to supply equipment

complying with the specifications.

2. Significance of the brick classification.—The

classification is based on strength and absorption

values chosen so that generally bricks grading as medium or harder can be considered suitable for use

in exterior walls. This should not be taken as a

rigid distinction on account of the wide range in the character of materials used in brick manufacture,

which makes it difficult to define weathering resist- ance in terms of properties that can be determined

in acceptance tests. The purchasing officer should

be guided in part by the experience with comparable

bricks in the locality where those under test are to be

used. In cases of doubt and where the time and

equipment are available, acceptance in point of weathering resistance can be based on ability to withstand 100 alternations of freezing and thawing

conducted according to generally accepted labora- tory procedure. Failure is to be considered as reached when the samples are cracked or show superficial disintegration or spalling, with loss of weight

of more than 5 per cent of trie initial dry weight.

Where the wall is faced with 3 inches or more of stone, terra cotta, brick, or other veneer, the weathering resistance of the material for the backing is with- out significance.

United States Department of Commerce, Bureau

of Standards Simplified Practice Recommendation

No. 38, for sand-lime brick,

In accordance with unanimous action of a general conference of representatives of manufacturers, dis- tributors, and users of sand-lime brick, the United

States Department of Commerce, through the Bureau of Standards, recommends that one standard

size of sand-lime brick be established as follows:

Type Length Thickness Width

Inches Inches Inches Sand-lime brick 8 2H m

514. GYPSUM AND OTHER PLASTERS.

514.0 GENERAL ITEMS.

American Society for Testing Materials, standard

definition of terms relating to the gypsum industry,

serial designation Cll-28, 1928.

Accelerator.—In the case of stucco, plaster, mortar, concrete, etc., a substance which will hasten the

set.Binder.-—In the case of plaster and stucco, etc., a fibrous material which will increase their cohesiveness while they are in a plastic state. Cement.—A material or a mixture of materials (without aggregate) which, when in a plastic state, possesses adhesive and cohesive properties, and which

will harden in place. Note.—The word "cement" is used without regard to the composition of the material. Calcined gypsum.—Gypsum partially dehydrated

by means of heat, having the approximate chemical

formula CaSOv/'2H20.

Crushed gypsum.—Gypsum subjected to a primary

crushing operation.

Gypsum.—Calcium sulphate, combined with two

molecules of water, in crystallin form, having the approximate chemical formula CaSO,r2H20.

Gypsum plastering sand.—The fine granular material naturally or artificially produced by the disinte- gration of rock, containing not less than 80 per cent by weight of silica, feldspar, dolomite, magnesite, or

calcite. Lath.—A material whose primary function is that of a base or background for the reception of plaster or stucco. Mortar.—A material used in a plastic state, which can be troweled, and becomes hard in place,

to bond units of masonry structures.

Note.—The word "mortar" is used without regard to the composition of the material, and is defined only with reference to its use

as a bonding material as contrasted with the words "stucco" and

/piaster." Plaster.—A material used in a plastic state, which can be troweled, to form a hard covering

for the interior surfaces, walls and ceilings, etc., in any building or structure. Note 1. —The word "plaster" is used without regard to the composition of the material, and is defined only with reference to its use and location of use as contrasted with the words "stucco" and

"mortar." Note 2.—This does not include decorative media ordinarily applied with a brush. Retarder.-—In the case of stucco, plaster, mortar,

concrete, etc., a substance which will retard the set. Sized gyj)sum.—Crushed gypsum of prescribed

size of individual particles. Stucco.—A material used in a plastic state, which can be troweled, to form a hard covering for the exterior walls or other exterior surfaces of any

building or structure.

Note.—The word "stucco" is used without regard to the composition of the material, and is defined only with reference to its use and location of use as contrasted with the words "plaster" and

"mortar,"

258
STONE, SAND, AND CEMENTITIOUS MATERIALS 514.0

Wood fiber.—A material produced by grinding or shredding wood.

Gypsum molding -plaster.—A material consisting

essentially of calcined gypsum for use in making

interior embellishments, cornices, etc. Gypsum pottery plaster.—A material consisting

essentially of calcined gypsum for use in making

pottery, terra cotta, and other ceramic molds.

Keene's cement.—Anhydrous calcined gypsum,

the set of which is accelerated by the addition of other materials. American Society for Testing Materials, tentative

definition of terms relating to the gypsum industry,

serial designation C11-29T, 1929. Aggregate.—Any inert material used as a filler in stucco, plaster, mortar, concrete, etc., without

regard to its function as a binding material. Gypsum plaster board.—A sheet composed of an

incombustible core of gypsum, surfaced with paper

or other fibrous material which is firmly bonded to the core, or with intermediate layers of such material within the core, or an incombustible sheet of gypsum

with not more than 15 per cent by weight of fiber intimately mixed and designed to be used as a lath

for the reception of gypsum plaster.

Gypsum wall board.—A sheet composed of an

incombustible core of gypsum, surfaced with paper

or other fibrous material which is firmly bonded

to the core, and designed to be used, without the

addition of plaster, for walls, ceilings, or partitions

and affording a surface suitable to receive decoration.

Consistency.—A property of a material determined

by the complete flow-force relation.

Plasticity.—A complex property of a material,

involving a combination of the properties of mobility

and of yield value. Note.—A plastic material is distinct from a solid material in that

it possesses mobility. It is distinct from a fluid material in that it requires a measurable force (yield value) to start flow. Gypsum partition tile or block.—A gypsum building

unit in form of tile or block for use in nonbearing

construction in the interior of buildingsandfortheprotection of columns, elevator shafts, etc., against fire. Note 1. —The words "tile" and "block" are synonymous and are used so as to be in accord with certain freight association nomenclature. Note 2.— Gypsum cored tile, 3 or 4 inches in thickness, may be split and used for furring purposes. (Note.—These deflnitiODS.when adopted asstandard, will be added

to the present standard definitions of terms relating to the gypsum

industry, Cll-2 (given above).) American Society for Testing Materials, standard methods of testing gypsum and gypsum products,

serial designation C26-27, 1927. DETERMINATION OF FREE WATER IN GYPSUM

1. (a) Not less than 1 pound of the entire sample

as received shall be weighed, spread out in a thin

layer in suitable vessel, placed in a drying oven, and dried at 45° C. for two hours. It shall then be

cooled in an atmosphere free from moisture and

weighed again. The loss of weight corresponds to the free water, and shall be calculated to percentage

of sample as received.

(6) The dried sample shall be stored in an air- tight container until used. DETERMINATION OF FINENESS

2. Fineness shall be determined by sieving a known weight of the dried sample through sieves of the specified sizes and weighing the amount of material retained on each sieve. The material shall be shaken through the sieve with as little abrasion

as possible.

The size of the sample to be used in this determination shall depend upon the size of grain of the sample.

If the sample will all pass a %-inch sieve, 100 g will

be sufficient; if the largest particles are more than 1 inch in diameter, at least 1,000 g must be used. With these limitations the size of sample to be used

is left to the discretion of the operator.

Note.—The sizes of the sieves to be used are given in A. S. T. M.

C22 (see 514.1 p. 262), in A. S. T. M. C23 (see 514.2, p. 263), and in A.

5. T. M. C28 (see 514.3, p. 265), covering the particular product examined. CHEMICAL ANALYSIS OF GYPSUM AND CALCINED GYPSUM

3. Dry sample as in -section 1, and reduce about

10 g until it all passes a No. 100 (149 micron) sieve,47 using extreme care not to unduly expose the material

to the action of moisture or to overheating. The

sample shall be kept in an air-tight container until ready for use.

4. Place 1 g of the sample in a covered crucible and dry at 215° to 230° C. to constant weight. Calculate the loss of weight to percentage of sample

as received and report as combined water.

5. Place the residue obtained after drying, as

described in section 4, in a suitable flask and dis- solve it in dilute HCl (not stronger than 1:4) in such a way that the gas evolved, after being freed from H2 vapor by calcium chloride or sulphuric

acid, can be collected in either soda lime or caustic potash and weighed. The solution should be boiled

for one minute, and a current of C02 -free air kept

passing through the apparatus for 30 minutes. The

increase of weight of the soda lime or caustic potash

corresponds to the weight of carbon dioxide, which

is to be calculated to percentage of sample as received.

6. Place 0.5 g of the sample prepared as described

in section 3 in a porcelain casserole. Add about 25

cc of 1:5 HQ, and evaporate to apparent dryness on a hot plate. Cool and add enough concentrated HQ to wet thoroughly. Add about 10 cc of water,

boil, filter, and wash. Put the filtrate back in the same casserole. Evaporate it to dryness and heat to about 120° C. for one hour. Cool. Add enough

concentrated HQ to wet thoroughly. Add about 25

cc of water, boil, filter, and wash. Transfer the two

papers containing the two precipitates to the same

crucible, ignite, and weigh. Calculate this weight

to percentage of sample as received.

7. To the filtrate obtained as described in section

6, add a few drops of HNO3 and boil to insure oxidation of the iron. Add 2 g of NH4 Q pre- viously dissolved in water. Make alkaline with

NH4OH. Digest hot for a few minutes until the

precipitate coagulates. Filter, wash, ignite the precipitate, and weigh as Fe2 03+Al2 03. Calculate this weight to percentage of sample as received. This

precipitate may be further treated to separate the two oxides, but this is generally unnecessary.

8. (a) To the filtrate obtained as described in section 7, add 5 g of (NH4 ) 2 C2 4 dissolved in water. Digest hot for one-half hour, making sure that the

solution is always alkaline with NH4 OH. Filter, wash, and ignite in a platinum crucible over a strong

blast to constant weight. Calculate this weight to percentage of sample as received.

(b) Alternative method.—To the filtrate obtained

as described in section 7, add 5 g of (NH4 ) 2 C2 04

dissolved in water. Digest hot for one-half hour,

making sure that the solution is always alkaline with NH4OH. Filter and wash. Transfer the

precipitate to a beaker, and wash the filter paper

with hot dilute H2SO4, catching the washings in the same beaker. Heat gently to complete solution,

adding more H2 S04 if necessary. While still warm,

titrate with a solution of KMnO) containing 5.6339 g per liter, until the pink color is permanent. The

number of cubic centimeters of KMn04 used gives

u For detailed specifications for these sieves see serial designation Ell of A. S. T. M. 500.2, see p. 1.

259
514.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

directly the percentage of lime in the dried sample. Recalculate to percentage of sample as received.

9. To the filtrate obtained as described in section 8 (a) or (b), add enough water to give a total volume

of about 600 cc. Cool. Add 10 cc of NH4 OH and

5 g NaNH4 HP04 dissolved in water. Stir until precipitate begins to form. Let stand overnight.

Filter, wash with a 2.5 per cent by weight solution

of NH4NO3. Ignite and weigh. Multiply this weight by 40/111 to find the weight of MgO. Then

calculate to percentage of sample as received.

10. Dissolve 0.5 g of the sample prepared as described in section 3 in 50 cc of 1:5 HC1. Boil. Add 100 cc of boiling water, and continue boiling for five minutes. Filter immediately and wash

thoroughly with hot water. Boil, and while boiling,

add slowly 20 cc of a boiling 10 per cent solution of BaCl2. Digest hot for one hour, or until precipitate

settles. Filter and wash. Dry carefully. Ignite over Bunsen burner at lowest heat possible until

filter paper is burned off. Ignite at bright red heat

for 15 minutes, and weigh. Multiply this weight

by 80/233 to determine the weight of S03 . Then

calculate to percentage of sample as received.

11. Dissolve in boiling water a 1 g sample (pre- pared as described in sec. 3), put on the filter, and

wash with 250 cc of boiling water then titrate the

filtrate. Add two or three drops of potassium

chromate solution and titrate with an 0.05 Ar solution

of silver nitrate. Each cubic centimeter of silver nitrate solution= 0.002923 g of sodium chloride. Calculate to percentage of sample tested.

12. By the methods given above, the results are obtained and reported in the following form:

Per cent Free water Combined water.

Silica and insoluble, Si02 Iron and alumina, R2OS

Lime, CaO

Magnesia, MgO

Sulfur Tnoxide, SO3 — -- Carbon Dioxide, CO2 - Sodium Chloride, NaCl

100. 00±

Note.—Since it is frequently advisable to recalculate these results, that they may be more enlightening, the following method is submitted for consideration:

(a) Multiply percentage of MgO by 84/40, to find percentage of MgCOs.

(6) Multiply the percentage of MgO by 44/40 to find the percentage

of COa asMgC03 . *

(c) Deduct COa as MgC03 from the C02 determined.

(<2) Multiply the CO2 remaining by 100/44 to find percentage of CaC03 . (e) Add together the percentage of Si02, R2O3, MgCOs, and CaC03

and report in the aggregate.

(if) Multiply the percentage of CaC03 by 56/100 to find the percen- tage of CaO as CaC03 . ! (g) From the total percentage of CaO, deduct the percentage

of CaO as CaC03. The remainder may be called "available CaO."

(ft) The "available CaO" should bear to the SO3 a ratio of 7 to 10. Determine which (if either) is in excess.

(i) If the CaO is in excess, multiply the SO3 by 7/10, and subtract the result from the "available CaO." The remainder is reported as "excess CaO."

(j) If the SO3 is in excess, multiply the "available CaO" by 10/7 and subtract the result from the SO3. The remainder is reported as "excess S03 ."

(k) Add together the "available CaO," and the SO3, and subtract the excess "CaO" or "excess SO3." The remainder is CaS04 . (0 If the CaSOi is present as CaS04-^H2 0, the percentage of CaS04 should bear to the percentage of combined water a ratio of 136 to 9. Determine which (if cither) is in excess.

(to) If the CaSd is in excess some of it is present in the anhydrous

form. Multiply the percentage of combined water by 136/9 to find the percentage of CaS04 as CaS04-MH2 0. The difference between

the total CaS04 and the percentage of CaS04 as CaS04 - J^I^O, is the CaS04 in the anhydrous form.

I (n) If the water is in excess, some of the CaS04 is present as gypsum. Let x=pcreentage of CaS04-MH2 0, and p=percentage of CaS04-2H2 0. Then x+y = percentage of CaS04 (as found in k) +

percentage of water.

jte 36y t of combined water.

145 172 y

Solve these equations for x and y. Report x as percentage of "cal- cined gypsum," CaS04-HH20. Report y as percentage of gypsum, CaS04 -2H2 0.

Having made these calculations, the result may

be reported as follows:

Per cent Gypsum, CaS04 +2H2 Calcined gypsum, CaS04 +J^H2 Anhydrite, CaS04

Excess CaO]

...or >_ Excess SO3 ) Sodium chloride, NaCl

Other ingredients

100. 00± The presence of the different forms of CaS04 may be corroborated by a microscopic examination. PRECAUTIONS FOR PHYSICAL TESTS

13. Gypsum products are peculiar in that their properties are very greatly affected by the small amounts of impurities which may be introduced

by careless laboratory manipulation. In order to obtain concordant results, it is therefore absolutely

essential to observe the following precautions:

(a) All apparatus shall be kept thoroughly clean. Especially shall all traces of set plaster be removed.

(b) Distilled water, free from chlorides and sul- phates, shall be used throughout.

(c) Standard Ottawa sand shall be used throughout. This shall be prepared for use by washing it once with 1:4 HC1 and four times with distilled water, and then drying it. TESTING CONSISTENCY OF CALCINED GYPSUM

14. In order that the results of testing samples of different plaster shall be directly comparable, it is necessary that all calcined gypsum be first brought

to the same consistency, by the addition of the proper amount of water. An accurate method for deter- mining this consistency is the most important step

in the standardizing of physical methods for testing

cementing materials.

15. For the apparatus to be used for measuring

consistency, reference is made to the Southard vis- cosimeter which has been used with satisfactory

results. The apparatus consists of a brass cylinder of 2-inch (5.08-cm) bore with a circular disk flange

flush with its upper end. The screw actuating the

piston is Ys inch (1.59 cm) in outside diameter, inch (0.635 cm) pitch, right-hand square threads

Yi & inch (0.159 cm) deep. The top of the brass

disk flange is etched with concentric circles which

vary in diameter from 6 cm up to 28 cm by incre- ments of 2 cm. When in position for use the brass flange is to be

maintained in a true horizontal position.

16. To prepare this viscosimeter for use see that

the piston, cylinder walls, and top of plate are clean. Then by turning the crank, bring the top of the

piston exactly flush with the top of the plate.

Then by reverse cranking make 10 complete turns, which will lower the piston to a point 2J4 inches

(6.35 cm) below the top of the plate. Make a

mixture of at least 300 g total of dry calcined gypsum

and water. Shake the calcined gypsum into the water through a No. 8 (2,380-micron) sieve 48 allowing it to soak two minutes. Stir to an even

fluidity for not to exceed 30 seconds. Pour this mixture immediately into the well in the center of the plate of the viscosimeter, filling the well just

flush with the top of the plate. Then immediately

turn the crank at the bottom of the viscosimeter 10 turns at the rate of 1 turn per second. The upward

motion of the piston will cause the mixture to overflow into a circular pat, it being understood that the

(8 For detailed specifications for sieves, see A. S. T. M. E-ll, 500. 2, p. 1.

260
STONE, SAND, AND CEMENTITIOUS MATERIALS 514.0

top face of the circular disk of the instrument is to be adjusted and maintained in a true horizontal plane. Next take the average of the quadrant readings on

the concentric lines on the top of the plate.

A neat mortar mixture is of testing consistency

if with this operation, it gives a circular pat averaging 9.7 cm in diameter, and shall be expressed as the number of cubic centimeters of water required to be added to 100 g of the plaster.49

WATER-CARRYING CAPACITY

17. The water-carrying capacity is the amount of water, calculated as percentage by weight of the dry

material, which is necessary to bring the mixture to

testing consistency.

DETERMINATION OF DRY BULK

18. Place a No. 10 (2,000-micron) sieve above a

No. 20 (840-micron) sieve and holding the two sieves together at a height of 12 inches (30 cm) above a perpendicular-sided receptacle of known volume and

of about 400 cc content. Place the material under test on top of the No. 10 (2,000-micron) sieve and pass it through the No. 10

(2,000-micron) sieve and No. 20 (840-micron) sieve

filling the receptacle under the 12-inch head; then

strike off and obtain the net weight of the contents in grams. Obtain the average of three tests according

to this method and express the average result in cubic centimeters per 100 g. Dry bulk is the volume

in cubic centimeters occupied by 100 g of dry

material.50 Note.—All sieve numbers refer to United States Standard Sieve

Series." DETERMINATION OF WET BUIK

19. Wet bulk is the volume in cubic centimeters occupied by a mixture of 100 g of dry material

mixed with water to testing consistency.

DETERMINATION OF TIME OF SETTING

20. Mix 200 g of the sample with enough water to make a paste of testing consistency. The directions

for mixing are given under "Testing consistency."

(See sees. 14, 15, and 16, above.) Note.—If the sample is a sanded mixture use 300 g and mix to

testing consistency for sanded mixture.

* 9 The following is recommended as a field method for the determi- nation of testing consistency which will give fairly accurate results: The apparatus shall consist of a piece of brass tubing 2 inches

(5.08 cm) in inside diameter and 4 inches (10.15 cm) long, and a piece

of plate glass about 8 inches (20.3 cm) square. The brass tubing shall be cut ofi true and square at the ends and to the exact length. Thor- oughly wet the cylinder and glass plate by immersion in clean water.

Set the cylinder on end on top and in the center of the glass plate which is set and maintained in a true horizontal position. Prepare a dry sample of calcined gypsum. Next make a mixture

of calcined gypsum and water of sufficient quantity to slightly more

than fill the cylinder. The mixture shall be made by adding the

calcined gypsum to the water, allowing it to soak for two minutes. Now stir to an even fluidity for not to exceed 30 seconds, and at once pour this mixture into the cylinder so as to completely All it level with the top. Immediately raise the cylinder from the glass with a quick, straight and upward motion so as to withdraw it from the mixture within. This act will allow the mixture to leave the cylinder, assuming a cone-shaped circular pat upon the glass plate. The testing consistency of a neat mortar is a mixture which will give a circular pat averaging 4?4 inches (12 cm) in diameter, and shall be expressed as the number of cubic centimeters of water required to be added to 100 g of the plaster. The testing consistency of a sanded mortar is a mixture that, when

placed in a 2 by 4 inch (5.08 by 10.15 cm) cylinder immediately

removed, the slump or settlement of the sanded mixture will be

Vi inch (1.27 cm).

{0 Dry bulk is expressed as the volume in cubic centimeters occu- pied by 100 g of dry material instead of "grams per 100 cc," since bulk

is understood to mean volume per unit weight rather than weight per

unit volume. « See footnote 48, p. 260,

Fill a rubber mold with the paste, and test for time of set with a Vicat needle. The specifications

for the mold and needle are given in A. S. T. M.

C9. (See 516.11, p. 287.) When conducting the test the needle is allowed to sink into the paste at frequent intervals. After each

penetration the needle must be wiped clean and the paste moved slightly so that the needle will not

strike the same hole twice. The frequency of the penetrations will depend

upon the character of the material. If the sample is not retarded, it should be tested every two minutes

until nearly set, and then every minute. If the sample is retarded, the intervals at first may be as long as one hour, but in any case they must be so

selected that the time of set is ascertained to the

nearest minute.

Set is considered complete when the needle no

longer penetrates to the bottom of the paste. The

minutes elapsed from the time when the sample was

first added to the water to the time when set is complete is recorded as the time of set of the sample.

Caution.—For test to determine the time of set, it is absolutely

essential that all dishes and utensils be clean. Especially must they

be free from all traces of set gypsum. Use distilled water. DETERMINATION OF TENSILE STRENGTH

21. Mix 500 g of the sample to testing consistency. Cast into a 5-gang briquet mold, of the shape and

size used for testing Portland cement. (See A. S. T. M. C9, 516.11, p. 287.) Do not cast each

briquet successively, but move the containing vessel back and forth over the molds while pouring

continuously. Work the briquet slightly with the

point of the trowel to remove air bubbles, and level

off the briquets. When sufficiently hard, remove and store in the room at a temperature of not less than 15.6° C. (60° F.) nor more than 37.8° C. (100° F.) for at least seven days. Weigh once a day. When

the weight has become constant to within 0.1 per

cent, proceed to test the specimens in a standard

machine used for the determination of tensile strength.

Note.—When the material to be tested is a sanded mixture, use not

less than 750 g of the sample and mix to testing consistency for sanded

mixture. The average tensile strength shall be reported as the tensile strength of the material, except that if one or two briquets vary more than 15 per cent from

the average of the five they shall be discarded and

the tensile strength shall be reported as the average

of the remaining specimens. In case three or more

briquets vary more than 15 per cent from the aver- age of the five, tests shall ba continued upon three batches of five briquets and the average of the 15

briquets shall be reported. The tensile strength of

all briquets shall be reported.

DETERMINATION OF COMPRESSIVE STRENGTH

22. Mix 2,000 g of the sample to testing consist- ency. Cast into five 2 by 4 inch split cylinders set plumb upon a metal or glass plate. Do not cast each cylinder successively, but move the containing

vessel back and forth over the cylinders while pouring continuously. Work the cylinders slightly with

the point of the trowel to remove air bubbles, and

level off the top of the cylinders. When sufficiently

hard, remove and store in the room at a temperature

of not less than 15.6° C. (60° F.) nor more than

37.8° C. (100° F.) for at least seven days, and by

weighing once a day, when the weight has become

constant to within 0. 1 per cent, proceed to test the specimens in a standard machine used for the deter- mination of compressive strength.

Note.—When the material to be tested is a sanded mixture, use

not less than 3,000 g of the sample and mix to testing consistency for sanded mixture.

261
514.0 STANDARDS AND SPECIFICATIONS FOB NONMETALLIC MINERALS

The average compressive strength shall be reported

as the compressive strength of the material, except

that if one or two of the cylinder specimens vary mere than 15 per cent from the average the compressive strength shall be reported as the average

of the remaining specimens. The compressive

strength of all the cylinders shall be reported.

COMPRESSIVE STRENGTH OF GYPSUM PARTI- TION TILE OR BLOCK

23. (a) Not less than 10 full-size gypsum tile specimens shall be used.

(b) The test specimens shall be dried to constant weight at a temperature not exceeding 110° F. (43° C.) , until two successive weighings of the same

specimen do not show variation in excess of 0.5 per

cent. At the option of the manufacturer or purchaser, strength tests may be conducted on samples

that are dried at room temperature. However, in cases of controversy all test samples shall be dried

to constant weight as herein prescribed.

(c) The tile or block shall be tested in the position

in which they are designed to be used and shall be

bedded on and capped with a felt gasket not less than

one-eighth inch nor more than one-fourth inch in thickness. At the option of the manufacturer or purchaser, or in cases of controversy, the test samples

may be suitably bedded and capped with neat gyp- sum mortar, or the bearing surfaces of the tile may

be planed or rubbed smooth and true. When neat gypsum mortar is used for bedding and capping, the

test may be conducted after the mortar has set, but

not sooner than 24 hours after the sample has been

capped.

(d) The loading head shall completely cover the bearing area of the tile, and the applied load shall be

transmitted through a spherical bearing block of proper design. The speed of the moving head of the testing machine shall not be more than 0.05 inch per minute.

TRANSVERSE STRENGTH OF GYPSUM PARTITION

TILE OR BLOCK

24. (a) Not less than 10 full-size gypsum tile specimens shall be used.

(&) The test specimens shall be dried to constant weight as prescribed for the determination of the compressive strength in accordance with section 23 (&).

(c) The tile or block shall be supported on its face

(flat) on fixed parallel bearings spaced 24 inches (600

mm) on centers, and shall be loaded through a similar bearing midway between the supports. All bearing

and load surfaces shall be true, shall engage the full width of the test specimen, and shall be rounded to a

radius of ){ inch (12.7 mm).

(d) The speed of the moving head of the testing

machine shall not be more than 0.05 inch per minute.

The modulus of rupture shall be calculated in pounds

per square inch from the formula:

Modulus of rupture=|^

where Z=distance between supports in inches. 6=breadth (width) of tile in inches. d=thickness of tile in inches. iy=load in pounds at failure of test specimen.

ABSORPTION OF GYPSUM PARTITION TILE OR

BLOCK

25. (a) The absorption shall be determined upon

a test specimen of partition tile or block consisting of approximately one-half of a full-size tile. (b) The test specimen shall be dried to constant weight as prescribed for the determination of the

compressive strength in accordance with section 23 (6).

(c) The dried test specimen shall be submerged in water until a constant saturated weight is attained,

but in no event for a period of less than two hours, the water temperature being maintained at between

70° and 80° F. (21° and 27° C). The test specimen

shall be removed, the surface wiped off with a damp

cloth, and the specimen weighed immediately. The

percentage of absorption shall be calculated on the dry weight from the formula:

Percentage of at)sorption=

1^-^—

where A=weight of dry test specimen.

B=weight of saturated test specimen.

(d) The rate of absorption shall be determined by

sealing upon the face of the test specimen, which shall

first be dried to constant weight as prescribed for determination of the compressive strength, a glass

tube inches internal diameter and 12 inches in length, graduated in centimeters and located centrally over a core. Into this tube shall be poured 250 ce

of water at a temperature of between 70° and 80° F.

(21° and 27 C). The rate of absorption shall be

reported in cubic centimeters per minute.

TRANSVERSE STRENGTH OF GYPSUM BOARDS

26. (a) Test specimens shall be taken from not

less than 10 gypsum boards.

(6) Strength test specimens shall be 12 inches

(300 mm) in width and approximately 18 inches

(460 mm) in length. They shall be supported on

fixed parallel bearings spaced 16 inches (410 mm)

on centers and shall be loaded through a similar bearing midway between the supports. All bearing

and load surfaces shall be true, shall engage the full width of the test specimen, and shall be rounded to a radius of )i inch (3.2 mm).

(c) Test loads shall be applied at a uniform rate

of 60 pounds (27.22 kg) per minute with a permissible variation of ± 10 per cent in the rate. Strength

test results shall be reported when the load is applied across the fiber of the surfacing and also

parallel to the fiber of the surfacing. National Sand and Gravel Association, Bulletin 3, Representative Specifications for Different Uses of Sand and Gravel, November, 1928.

(In this bulletin representative specifications,

many of which are presented in this volume, and

including specifications for plaster sand, have been

summarized.)

514.1. GYPSUM.

American Society for Testing Materials, standard

specifications for gvpsum, serial designation C22-25,

1925. MATERIALS AND STANDARDS

1. The chemical and physical properties of gypsum shall be determined in accordance with

A. S. T. M. C26 (given above).

2. (a) Pure gypsum is calcium sulphate combined

in crystailin form with two molecules of water

(&) Its chemical formula is CaS04 -2H2 0.

(c) No material may be considered gypsum

within the meaning of these specifications which

contains less than 64.5 per cent bv weight of CaS04 -2H2 0.

3. Gypsum may be in any of the following forms

and sizes:

(a) Run-of-mine gypsum.—The form in which it comes from the mine or quarr}'.

(6) Crushed gypsum.—Run-of-mine gypsum fur- ther reduced so that all of it will pass a 3-inch (76-mm) ring, and not more than 25 per cent

shall pass a No. 100 sieve.

262
STONE, SAND, AND CEMENTITIOUS MATERIALS 514.2

(c) Sized gypsum.—Shall all pass a 1/2-inch (38-mm) ring, and not more than 10 per cent shall pass a Vi-inch sieve.

(d) Ground gypsum.—Gypsum further reduced

for specific uses. Ground gypsum may be in any

of the following standard forms: No. 1. —This material shall all pass a No. 14

sieve, and not less than S5 per cent of it shall pass a No. 100 sieve. Note.—For detailed specifications for these sieves, see A. S. T. M.

Ell, 500.2 (p. 1). No. 2.—This material shall all pass a No. 14 sieve, and not less than 60 nor more than 85 per cent of

it shall pass a No. 100 sieve. No. 3.—This material shall all pass a No. S sieve, and not less than 40 nor more than 60 per cent of

it shall pass a No. 100 sieve. No. 4-—This material shall all pass a No. 100

sieve.

4. The chemical composition, within the limits prescribed by section 2, shall be a matter of contract. SAMPLING

5. When gypsum is shipped in bulk, samples

of about 5 pounds (2.25 kg) each shall be taken at regular intervals during the complete loading or unloading of the carrier, in such a way as to accumulate at least 200 pounds (90 kg) of material, and

to represent correctly the percentages of both the

coarse particles and the fines in the shipment.

This shall be broken so that it will all pass a 1-inch (25-mm) ring, thoroughly mixed, and reduced by

quartering to provide not less than a 1-pound

(0.5-kg) sample for the laboratory.

6. When gypsum is shipped in packages, at least 3 per cent of the packages shall be sampled. Samples shall be taken from both the surface and the

center of the packages. These samples shall then

be broken, mixed, and quartered as directed above.

7. All laboratory samples shall be placed immediate!}- in an air-tight container and shipped to the

laboratory for test. PACKING AND MARKING

8. (a) Gypsum may be shipped either in packages or in bulk.

(b) When shipped in packages for resale, the

following information shall be legibly marked on

each package or on a tag of suitable size attached

thereto: Name of manufacturer. Form and size of material. Chemical analysis of the material, giving the minimum percentages of CaO and SO3. Net weight of package.

(c) When shipped in bulk, a card containing the required information shall be conspicuously placed

in the carrier. INSPECTION AND REJECTION

9. Inspection may be made either at the point of shipment or at the point of delivery. The inspector

representing the purchaser shall have free access to the carriers being loaded for shipment to the purchaser. He shall be afforded all reasonable facilities for inspection and sampling, which shall be so con- ducted as not to interfere unnecessarily with the loading of the carriers.

10. Any rejection shall be based upon the specific cause of failure to conform to the requirements of these specifications, and shall be reported within 10 working days from the receipt of the shipment by

the consignee.

11. Claims for rehearing shall be valid only if made within 20 working days from receipt of notice

of specific cause for rejection.

514.2. CALCINED GYPSUM (PLASTER OF

PARIS).

American Society for Testing Materials, standard

specifications for calcined gvpsum, serial designation

C23-22, 1922. MATERIALS AND STANDARDS

1. The chemical and physical properties of calcined gypsum shall be determined in accordance

with A. S. T. M. C26. (See 514.0, p. 259.)

2. Calcined gypsum is the product resulting from

the partial dehydration of gypsum by means of heat.

3. Calcined gypsum may be marketed in either of the following sizes: No. 1.—Material of this size shall all pass a No. 14

sieve, and not less than 75 per cent of it shall pass a No. 100 sieve. No. 2.—Material of this size shall all pass a No. 14

sieve, and not less than 40 nor more than 75 per

cent of it shall pass a No. 100 sieve. Note.—A tolerance provision of 1 per cent on all sieve determinations is permitted. All sieve numbers refer to United States stand- ard sieve series. (See A. S. T. M. Ell, 500.2, p. 1.)

4. (a) The time of set of calcined gypsum shall be suitable for the purposes intended, and shall conform to the provisions prescribed for such in A. S. T. M. C28. (See 514.3, p. 265.)

(b) Calcined gypsum for molding or casting

shall set in not less than 10 nor more than 40

minutes.

5. (a) Calcined gypsum shall have a tensile strength of not less than 200 lbs. /in.2 (14 kg/cm2 ). (6) Calcined gypsum for molding or casting shall have a tensile strength of not less than 200 lbs. /in.2 (14 kg/cm2 ). 6. (a) Calcined gypsum shall have a compressive

strength of not less than 1,000 lbs./in. 2 (70 kg/cm2 ). (b) Calcined gypsum for molding or casting shall have a compressive strength of not less than 1,000

lbs./in.2 (70 kg/cm2 ).SAMPLING

7. At least 3 per cent of the packages shall be

sampled, and shall be so selected as to be representative of the contents of the shipment. Samples shall be taken from both the surface and the center of the

packages. The material so obtained shall be

thoroughly mixed and reduced by quartering to provide not less than a 15-pound (6.75-kg) sample

for the laboratory.

8. All laboratory samples shall immediately be

placed in an air-tight container and shipped to the

laboratory for test. PACKING AND MARKING

9. Calcined gypsum may be shipped in either packages or in bulk.

(a) When shipped for resale, the following infor- mation shall be legibly marked on each package or on a tag of suitable size attached thereto: Name of manufacturer.

Brand.

Description. Net weight of package.

(6) When shipped in bulk, a card containing the

required information shall be conspicuously placed

in the carrier.

100925°—30 18 263
514.2 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

INSPECTION AND REJECTION

10. Inspection may be made either at the point

of shipment or at the point of delivery. The

inspector representing the purchaser shall have

free access to the carriers being loaded for shipment

to the purchaser. He shall be afforded all reasonable

facilities for inspection and sampling, which shall be so conducted as not to interfere unnecessarily

with the loading of the carriers.

11. Any rejection shall be based upon the specific cause of failure to conform to the requirements of these specifications and shall be reported within ten working days from the receipt of the shipment

by the consignee.

12. Claims for rehearing shall be valid only if made within 20 working days from receipt of notice of specific cause for rejection.

American Society for Testing Materials, tentative

specifications for calcined gypsum for use in the preparation of dental plasters, serial designation

C72-29T, 1929.

1. Calcined gypsums for use in the preparation

of dental plasters are products of specific properties

with reference to time of set, fineness, and watercarrying capacity. These specifications cover three grades, as follows: Grade Q (quick setting) ; grade M (medium

setting); and grade S (slow setting),

REQUIREMENTS

2. Calcined gypsum for use in the preparation

of dental plasters shall contain not less than 93 per cent of calcined gypsum (CaSO-4.J^H2 0).

3. (a) Grade Q.—Shall set in not less than 2 nor more than 4 minutes.

(b) Grade M.—Shall set in not less than 6 nor more than 12 minutes.

(c) Grade S.—Shall set in not less than 20 nor more than 30 minutes.

4. The calcined gypsum, when tested in accord- ance with the requirements of section 9, shall have a tensile strength of not less than 300 lbs. /in. 2

. 5. The calcined gypsum shall all pass a No. 30

sieve and not less than 95 per cent shall pass a No. 100 sieve.

6. The calcined gypsum shall be dry and free from lumps.

SAMPLING

7. At least 3 per cent of the packages shall be

sampled, and shall be so selected as to be representative of the contents of the shipment. Samples

shall be taken from both the surface and the center

of each package so selected. The material so obtained shall be thoroughly mixed and reduced by

quartering to provide not less than a 15-pound

(6.75-kg) sample for the laboratory.

8. All laboratory samples shall immediately be

placed in an air-tight container and shipped to the laboratory for test. METHODS OF TESTING

9. The chemical and physical properties of calcined gypsum for use in the preparation of dental plasters

shall be determined in accordance with A. S. T. M.

C26 (see 514.0, p. 259), except that in the determinations of the time of set and the tensile strength the

calcined gypsum and water shall soak for 30 seconds

in distilled water at 70° F. and shall be mixed in the proportion of 100 g of calcined gypsum to 00 cc of water.

PACKING AND MARKING

10. When shipped, the following information

shall be legibly marked on each package or on a

tag of suitable size attached thereto: Name of manufacturer. Brand.

Description.

Net weight of package.

INSPECTION AND REJECTION

11. Inspection may be made either at the point of shipment or at the point of delivery. The inspector

representing the purchaser shall have free access to the carrier being loaded for shipment to the purchaser. He shall be afforded all reasonable facilities for inspection and sampling, which shall be so conducted as not to interfere unnecessarily with the

loading of the carriers.

12. Any rejection shall be based upon the specific cause of failure to conform to the requirements of these specifications and shall be reported within 10 working days from the receipt of the shipment by

the consignee.

13. Claim for rehearing shall be valid only if made within 20 working days from receipt of notice

of specific cause for rejection. Federal Specifications Board, Specification No.

248, United States Government master specification

for calcined gypsum, November 5, 1924. Calcined gypsum (plaster of Paris) sold under

this specification may be of one of three classes: C, casting; G, general; and F, finishing.

The calcined gypsum of any class may be either retarded or unretarded. MATERIAL AND WORKMANSHIP

Calcined gypsum (plaster of Paris) sold under

this specification is a fine white powder resulting

from the partial dehydration of gypsum by means

of heat. GENERAL REQUIREMENTS

(a) Chemical composition.—Calcined gypsum

shall contain not less than 60.5 per cent by weight

of CaS04 .y2 H2 0.

(6) Tensile strength.—The tensile strength of cal- cined gypsum shall be not less than 200 pounds per square inch.

(c) Compressive strength. — The compressive

strength of calcined gypsum shall be not less than

1,000 pounds per square inch. DETAIL REQUIREMENTS

(a) Fineness.—Class C calcined gypsum shall all pass a No. 14 sieve, and not less than 75 per cent

shall pass a No. 100 sieve. Class G calcined gypsum shall all pass a No. 14

sieve, and not less than 40 nor more than 75 per

cent shall pass a No. 100 sieve. Class F calcined gypsum shall all pass a No. 14

sieve and not less than 60 per cent of it shall pass through a No. 100 sieve.

(b) Time of set.—Unretarded calcined gypsum

shall set in not less than 10 nor more than 40

minutes. Retarded calcined gypsum shall set in not less than 40 minutes nor more than 6 hours. METHODS OF INSPECTION AND TESTS

(a) Sampling.—At least 3 per cent of the packages shall be sampled. Samples shall be taken from

264
STONE, SAND, AND CEMENTTTIOUS MATERIALS 514.3

both the surface and the center of the packages.

The material as obtained shall be thoroughly mixed

and quartered to provide a 15-pound sample. AH

laboratory samples shall be placed immediately in an

air tight container and sealed. Samples shall not be taken from broken packages.

(b) Chemical analysis.—For requirements of this specification under the captions "Preparation of sample," "Calcium oxide test," "Sulphur trioxide

test," and "Combined water," see A. S. T. M. C26,

514.0, page 259. Note.—The "Calcium oxide" test in this specification corre- sponds to the test captioned " Silica and insoluble" in the A. S.T. M.

specification.

(c) Calculation.—Substitute the percentages found

in the above tests in the equations CaO : S03 : H2 0=

56 : 80 : 9. It will be found that one, and probably

two, of the ingredients is present in excess of the amount required to satisfy these equations. Select that ingredient which is not in excess. (If more

than one ingredient fulfills this condition either may

be selected.) If this ingredient is CaO, multiply

the per cent CaO as found by 2.59 to find the per cent CaS04 . H2 0; if S03 , multiply per cent S03 by

1.81; if H2 0, multiply per cent H3 by 16.11. (Additional methods under " Methods of inspection and tests" are as follows: (d) Fineness, (e) Test- ing consistency, (J) Time of set, (g) Tensile strength,

and (h) Compressive strength.)

(These methods are substantially the same as items under corresponding headings in A. S. T. M.

serial designation C26, see 514.0, p. 259.) PACKING AND MARKING

(a) Packing.—Calcined gypsum is shipped in packages.

(b) Marking.—Each package of calcined gypsum

shall be legibly marked with a description of the

contents, the name of the manufacturer, the brand

(if any), and the net weight of the contents; also with some means of identification stating the particular contract on which the purchase and shipment were made.

ADDITIONAL INFORMATION

Class C calcined gypsum is designed to be used in casting ornamental work "on the bench," the casts to be later mounted in place. This class may also be used for running moldings, in place. It is known

to the trade as "casting or molding plaster." Class G calcined gypsum is intended for general

structural purposes, such as preparing the setting mortar for gypsum block, pointing gypsum wall board, etc. Class F calcined gypsum is intended for use as an

addition to lime putty for the finishing coat of plaster.

The color of calcined gypsum of classes C and F

is sometimes stressed, but it is believed that its im- portance is usually psychological rather than real. Manufacturers can furnish calcined gypsum having any desired time of set within the limits specified. Note.—Sieve numbers refer to United States standard sieve series. (See A. S. T. M. Ell, 500.2, p. 1.) 514.3. GYPSUM PLASTER.

American Society for Testing Materials, standard

specifications for gypsum plasters, serial designation

C28-27, 1927.

1 . The chemical and physical properties of gypsum

plasters shall be determined in accordance with

A. S. T. M. serial designation C26. (See 514.0,

p. 259.)

GYPSUM READY-SANDED PLASTER

2. Gypsum ready-sanded plaster is a plastering material in which the predominating cementitious

material is calcined gypsum, and which is mixed

at the mill with all the constituent parts, including

sand, in their proper proportion. It requires only

the addition of water to make it ready for use.

3. The following shall govern the composition of gypsum ready-sanded plaster for the desired coats:

(a) Scratch or first coat. —Gypsum ready-sanded

plaster used for scratch or first coat shall contain not more than two-thirds by weight of sand. The

other 33 per cent shall contain not less than 60.5 per cent by weight of calcined gypsum, CaSOr

HH2O, calculated from the SO3 content. The re- mainder may consist of materials to control the working quaiity, setting time, and the fibering.

(6) Browning or second coat.—Gypsum readysanded plaster used for browning or second coat

shall contain not more than 75 per cent by weight of sand. The other 25 per cent shall contain not less than 60.5 per cent by weight of calcined gypsum,

CaSOr HH2O, calculated from the S03 content. The remainder may consist of materials to control the working quality, setting time, and the fibering.

4. The time of set of gypsum ready-sanded plaster

shall be as follows:

(a) Scratch or first coat.—This plaster shall set

in not less than 1J-2 nor more than 7 hours.

(b) Browning or second coat.—This plaster shall

set in not less than 2 nor more than 6 hours.

5. The tensile strength of gypsum ready-sanded

plaster shall be as follows:

(a) Scratch or first coat.—This plaster shall have a

tensile strength of not less than 75 lbs. /in. 2 (5}i kg/ cm2 ). (b) Browning or second coat.—This plaster shall have a tensile strength of not less than 50 lbs. /in. 2 (3/2 kg/cm2 ). GYPSUM NEAT PLASTER

6. Gypsum neat plaster is a plastering material

inwhich not less than 60.5 per cent of the cementitious

material is calcined gypsum, CaS04-^H2 0, calcu- lated from the SO.i content, and mixed at the mill with other materials.

7. Gypsum neat plaster shall contain not less than

60.5 per cent by weight of calcined gypsum, CaS04-

5-'2 H2 0, calculated from the S03 content. The

remainder may consist of materials to control the working quality, setting time, and the fibering.

8. Gypsum neat plaster when mixed with three

parts by weight of testing sand shall set in not less than 8 hours nor more than 32 hours.

9. Gypsum neat plaster shall have a tensile strength of not less than 150 lbs./in. 2 (10}£ kg/cm2 ). GYPSUM WOOD-FIBERED PLASTER

10. Gypsum wood-fibered plaster is a gypsum

plaster in which wood fiber is used as an aggregate.

11. Gypsum wood-fibered plaster shall contain

not less than 60.5 per cent by weight of calcined gypsum, CaS04. V2 H2 0, calculated from the SO3

content, and not less than 1 per cent by weight of wood fiber made from a nonstaining wood. The

remainder may consist of materials to control the working quality and setting time.

12. Gypsum wood-fibered plaster shall set in not

less than 1% nor more than 8 hours.

13. Gypsum wood-fibered plaster shall have a

tensile strength of not less than 125 lbs./in.2 (8%

I kg/cm2).

265
514.3 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

CALCINED GYPSUM FOR FINISHING COAT

14. Calcined gypsum for finishing coat may, or may not, contain retarder. It may be classified in two grades, viz, "white" and "gray."

15. Calcined gypsum for finishing coat shall all pass a No. 14 sieve, and not less than 60 per cent of

it shall pass through a No. 100 sieve. Note.—All sieve numbers refer to United States standard sieve

series.62

16. Calcined gypsum for finishing coat when not

retarded shall set in not less than 20 minutes nor more

than 40 minutes, and when retarded shall set in not

less than 40 minutes nor more than 6 hours.

17. Calcined gypsum for finishing coat shall have

a tensile strength of not less than 200 lbs. /in. 2 (14 kg/ cm2). Note.—The water used for mixing gypsum plasters shall be fresh, pure, and clean. Trouble may occur from the presence of any exces- sive amount of mineral or organic substances in the water, PACKING AND MARKING

Gypsum plaster shall be dry and free from lumps,

and may be shipped either in packages or in bulk. Marking requirement is the same as in A. S. T. M.

C23. (See 514.2, p. 263.) (Requirements for sampling and inspection and

rejection are the same as in A. S. T. M. C23.)

American Society for Testing Materials, standard

specifications for gypsum plastering sand, serial des- ignation C35-25, 1925. (See 512.12, p. 234.) American Society for Testing Materials, tentative

specifications for gvpsum molding plaster, serial des- ignation C59-29, 1929.

1. Gypsum molding plaster is a material employed

in the making of interior embellishments, cornices,

etc., and consists essentially of calcined gypsum. PROPERTIES

2. Gypsum molding plaster shall contain not less than 80 per cent of calcined gypsum (CaS04- }4H2 0).

3. Gypsum molding plaster shall set in not less than 20 nor more than 40 minutes.

4. Gypsum molding plaster shall have a tensile strength of not less than 200 lbs. /in. 2 (14.0 kg/cm2 ). 5. Gypsum molding plaster shall all pass a No. 30

sieve and not less than 90 per cent of it shall pass a No. 100 sieve.METHODS OF TESTING

6. The chemical and physical properties of gyp- sum molding plaster shall be determined in accord- ance with A. S. T. M. C26. (See 514.0, p. 259.) Note.—The water used for mixing gypsum plasters shall be fresh, pure, and clean. Trouble may occur from the presence of any exces- sive amount of mineral or organic substances in the water. SAMPLING

Same as A. S. T. M. C23. (See 514.2, p. 263.) PACKING AND MARKING

Gypsum molding plaster shall be dry and free from lumps and may be shipped in 100-pound cloth

Backs, 100-pound paper-lined cloth sacks, 80-pound

paper sacks, or 250-pound (235-pound net) barrels. Marking requirement same as A. S. T. M. C23.

«2 For detailed specifications for these sieves, see National Bureau

of Standards, Letter Circular No. 74

INSPECTION AND REJECTION

Same as A. S. T. M. C23. American Society for Testing Materials, tentative

specifications for gypsum pottery plaster, serial designation C60-29, 1929.

1 . Gypsum pottery plaster is a material consisting

essentially of calcined gypsum for use in making

pottery molds.

I. PROPERTIES

2. Gypsum pottery plaster shall contain not less than 90 per cent of calcined gypsum (CaSQ^EUO).

3. Gypsum pottery plaster, when mixed in accord- ance with the requirements of section six, shall set

in not less than 20 minutes nor more than 40 minutes.

4. Gypsum pottery plaster, when mixed in accord- ance with requirements of section six, shall have a

tensile strength of not less than 250 lbs./in.2 (17.5 kg/cm2 ). 5. Gypsum pottery plaster shall all pass a No. 30

sieve and not less than 94 per cent of it shall pass a No. 100 sieve.

n. METHODS OF TESTING

6. The chemical and physical properties of gyp- sum pottery plaster shall be determined in accord- ance with A. S. T. M. C26 (see 514.0, p. 259), except

that in the measurement of the setting time and

tensile strength the plaster and water shall be mixed

in the proportion of 100 g of plaster to 60 cc of water. Note—The water used for mixing gypsum plasters shall be fresh, pure, and clean. Trouble may occur from the presence of any

excessive amount of mineral or organic substances in the water. Items "sampling," "packing and marking," and

"inspection and rejection" are the same as for A. S. T. M. C59, (given above.)

Contracting Plasterers' International Association, standard specification for lath and plaster work,

1923. (See 514.63, p. 280.) (This specification includes requirements for gypsum plasters.) Federal Specifications Board, specification No.

247, United States Government master specification

for gypsum plaster, November 5, 1924. TYPES

This specification covers four types of gypsum

plaster: W, wood-fibered plaster; N, neat plaster; B, sanded brown coat plaster; and S, sanded scratch

coat plaster.

The calcined gypsum to be used as an addition to lime putty for the finish coat of plaster is covered by

the Federal Specifications Board specification No.

248. (See 514.2, p. 264.) MATERIAL AND WORKMANSHIP

Gypsum plaster sold under this specification consists essentially of calcined gypsum to which has been

added at the factory some of the materials which must be mixed with it in the preparation of a wall

plaster.

Wood-fibered plaster contains some wood fiber, retarded, and sometimes a material added to im- prove its working quality. Neat plaster contains retarder and may or may

not contain hair and some material added to improve

its working quality.

Ready-sanded brown coat plaster contains all of the ingredients necessary, except water. Ready-sanded scratch coat plaster contains all of the ingredients necessary, except water,

266
STONE, SAND, AND CEMENTITIOUS MATERIALS 514.3

GENERAL REQUIREMENTS

Specifications for calcined gypsum, F. S. B. No. 248 (see 514.2, p. 264), in effect" at date of opening of

bids, shall form part of this specification.

DETAIL REQUIREMENTS

The chemical composition and physical properties

of gypsuni plaster shall conform to the requirements

given in Table 1. Table 1.

Properties of gypsum plasters

Property Wood

fibered Neat

Sanded brown

coat

Sanded

scratch

coat W N B S

Content of CaSO( MH2O, mini- mum per cent.. Content of wood fiber, minimum

per cent_.

48.5

1.0

51.5 11.5 15.0

Content of sand, maximum.do 75.0 66.7 Time of set, minimum hours.. Time of set, maiimum do

Tensile strength, minimum.

lbs./in."..

1.5 8.01.5 2.0

6.0

1.5 7.0

125.0 150.0 50.0 75.0

METHOD OF INSPECTION AND TESTS

(a) Sampling—Same as F. S. B. No. 248, 514.2, page 264.

(b) Chemical analysis.—

(1) Preparation of sample.—Dry about 1 pound of the material spread out in a thin layer in a suitable

dish, in an oven at about 45° C. for two hours. Cool

in an atmosphere free from moisture. Screen 100 g

of this material through a No. 14 sieve to remove

any hair or wood fiber. (Probably some of the sand

will also be retained.) Weigh the material passing

through the sieve and record this weight as "per

cent fines." Grind about 10 g of this material until

it all passes a No. 100 sieve, using extreme care that the material be not unduly exposed to moisture or overheating. Store in an air-tight container until used. For additional requirements under "Chemical

analysis," captioned as follows: (2) Calcium oxide;

(3) Sulphur trioxide; (4) combined water; and (5) calculation. (See A. S. T. M. C26, 514.0, p. 259.)

(c) Wood fiber.—Dry 100 g of the material for two

hours at 45° C. Screen through a No. 14 sieve. Weigh the material retained on the sieve. Transfer

it to a suitable dish and ignite to constant weight.

The loss of weight is equal to the per cent wood

fiber.

(d) Sand.—Place 100 g of the material on a No.

100 sieve. Wash the material through the sieve by means of a stream of water from a faucet. Wash

until the water comes through clear. Dry the material retained on the sieve and ignite to constant

weight. This weight is equal to the per cent sand.

(e) Testing consistency.—To a known volume of water add a known weight of the sample. Sift the sample into the water by shaking it through a No. 4

sieve. Let soak for two minutes. Stir to an even

fluidity and transfer immediately to a brass cylinder

mold, 2 inches diameter by 4 inches high, mounted

on a glass plate. Both the mold and the plate shall be clean and wet when the sample is introduced. Immediately raise the mold by lifting it vertically

upward without distorting the specimen. The

specimen, when thus released, will slump down on

the glass plate. Measure its final height.

The mixture shall be considered of "testing

consistency" when the finaFheight is 3}i inches.

If the final height is greater or less than 3V2 inches, repeat, using fresh materials throughout and varying

the ratio of sample to water.

(/) Time of set.—Mix 200 g of the sample with

enough water to make a paste of "testing consistency." (For quantity of water and directions for mixing see preceding section.) Test with Vicat

needle. Set is considered complete when the

needle no longer penetrates to the bottom of the

specimen.

The frequency of the penetrations will depend

upon the character of the material, and is therefore

left to the discretion of the operator, provided

that the time of set shall be determined to the

nearest five minutes. For this test it is absolutely essential that all ashes and utensils be clean. Especially must they

be free from all traces of set gypsum. Distilled water must be used.

(g) Tensile strength.—Use 750 g of the sample.

Additional procedure requirements are the same as

F. S. B. No. 248. (See 514.2, p. 264.) PACKING AND MARKING

Same as F. S. B. No. 248. ADDITIONAL INFORMATION

Wood-fibered plaster may be used either with or without the addition of sand for either scratch or brown coat. Neat plaster may be had either with or without

hair. That with hair may be mixed with 2 parts

(by weight) of sand for scratch coat. Either the

fibered or unfibered plaster may be mixed with 3

parts of sand for brown coat. Sanded brown coat and scratch coat plasters contain all necessary ingredients for the respective

coats, except the water. It is essential that no sand

be added to these plasters. Note.—Sieve numbers refer to United States standard sieve

series. (See A. S. T. M. Ell, 500.2, p. 1.) The Gypsum Institute, gypsum plasters.

(The full text of these specifications includes

instructions for superintendent and inspector, directions for application for all types of plasters

specified, and the following specifications for materials:)

WATER (FOR ALL PLASTERS)

The water used for mixing must be clean, free from alkali and impurities. Do not wash tools in

this water. Alum is used by some municipalities

for purifying the drinking water. Alum in the water used for mixing will cause the plaster to set quickly. Water taken from stagnant pools or some

wells contains organic or vegetable matter which will cause the plaster to set slowly. Water containing

sulphur will also contribute to the slow setting of the

plaster.

SAND (FOR ALL PLASTERS)

All sand used must be dry, clean, and sharp. If fine sand is used, the quantity must be reduced,

since fine sand makes a weaker plaster. An increase

of sand over the recommended proportions will cause the plaster to set more quickly and will give a weaker mixture. Quicksand should never be

used, since plaster mixed with it will not harden. The use of quicksand can be detected by the mixture

working short and having a watery appearance; also quicksand will settle to the bottom of the mixing

267
514.3 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

box. A gypsum plastering sand should conform as

closely as possible to the following specifications:

(a) Sand used for plastering purposes in which a gypsum plaster is employed shall be free from salt and from alkaline, organic, and other deleterious substances.

(b) It shall be graded from fine to coarse, and

when dry not more than 10 per cent by weight shall be retained on a No. 8 sieve; not less than 80 per

cent by weight shall be retained on a No. 50 sieve; and not more than 6 per cent by weight shall pass a No. 100 sieve. These sieves shall meet the specifications given in the Bureau of Standards ' standard

screen scale. (See 500.2, p. 1.) Note.—While the foregoing specification covers what is necessary

for an ideal plastering sand, good results are obtained by the use of sands which approximate the specification. GYPSUM NEAT PLASTER

DESCRIPTION Gypsum neat plaster (sometimes called "hardwall," "cement," or "patent plaster") is the product

of ground calcined gypsum which is carefully selected and tested as to its plastering value, strength, hardness, resistance to heat and moisture, and other important physical and chemical properties. The

word "neat," in connection with the name of the

plaster, implies that the product as shipped by the manufacturer does not contain sand; the sand

necessary is added at the building site. This plaster may or may not contain a small per- centage of hair or other similar fiber. The fibered material is used for plastering on uneven surfaces and on wood and metal lath, while the unfibered is usually used for plastering on brick, tile, and similar

solid surfaces. This plaster, with the addition of

fine sand at the building site, is sometimes used for a sand-fioat finish in place of the usual lime putty.

QTJAIITY The quality and composition of gypsum neat

plaster shall be not less than that prescribed for such in A. S. T. M. C28. (See 514.3, p. 265.) GROUNDS Gypsum neat plaster shall be applied to a thick- ness of not less than is required for the kind of base

or background, as follows: Wood lath.—Three-fourths-inch grounds.

Gypsum plaster board, one-fourth inch thick.—

Three-fourths-inch grounds.

Gypsum plaster board, three-eights inch thick.—

Seven-eighths-inch grounds.

Metal lath, expanded, sheet and wire.—Threefourths-inch grounds.

Gypsum tile.—One-half-inch grounds.

Brick and clay. —Five-eighths-inch grounds.

Note.—Following customary practice the grounds are of a thick- ness which includes the thickness of the lath. Where, of necessity, grounds are to be applied over (upon) gypsum plaster board, they

shall be reduced in thickness an amount equal to the thickness of the

plaster board and shall be secured by nailing through the plaster board into the supports. PROPORTIONS Gypsum neat plaster shall be mixed with sand

not to exceed the proportions specified for the kind

of base or background, as follows:

First or scratch coat—Wood lath.—To 1 part of the plaster (fibered) add not more than 2 parts by

weight of dry sand. Gypsum plaster board.—To 1 part of the plaster

(fibered or unfibered) add not more than 2 parts by

weight of dry sand. Metal lath, expanded, sheet and wire.—-To 1 part

of the plaster (fibered) add not more than 2 parts by

weight of dry sand.

Brick, gypsum and clay tile.—To 1 part of the

plaster (unfibered) add not more than 3 parts by

weight of dry sand. Second or browning coat.—For the second ov

browning coat, on all bases or backgrounds, to 1 part of the plaster (unfibered) add not more than 3

parts by weight of dry sand.

MIXING

Raise one end of the mortar box about 4 inches. Place in the upper end of the box one layer of sand

and on top of the sand a layer of plaster. Hoe the

material dry from the upper end of the box down to the lower and back again until the dry mixture is of an even color. Put water into the empty or lower end of the box and hoe the plaster and sand into the

water, mixing thoroughly to the proper consistence

for application. Do not mix more material than

will be used in about 1 hour. Do not retemper the mixture after it has started to set.

COVERING CAPACITY The covering or spreading capacity of gypsum

neat plaster depends to a large extent upon the

quantity and quality of sand used, the plasticity of the mixture, the character of base or background

to which it is applied, and the thickness of the

plaster coats. Of minor importance in this respect

might be included the weather (temperature)

conditions and workmanship. Under average cir- cumstances gypsum neat plaster, mixed and applied

in accordance with the foregoing specifications, and

to the grounds specified will spread or cover about

as follows: One part of plaster to 2 parts of sand—

On wood lath.—From 900 to 1,100 pounds per 100

square yards.

On gypsum plaster board.—From 800 to 900 pounds

per 100 square yards.

On metal lath, expanded and wire.—From 1,700

to 2,000 pounds per 100 square yards.

On metal lath, sheet.—From 1,600 to 1,800 pounds

per 100 square yards.

One part of plaster to S parts of sand—

On brick and clay tile.—From 1,400 to 1,700

pounds per 100 square yards.

On gypsum tile.—From 1,000 to 1,200 pounds

per 100 square yards.

On first or scratch coats.—From 600 to 800 pounds

per 100 square yards. Note.—Gypsum plaster is marketed full weight, 100 pounds in

cloth sacks or 80 pounds in cloth or paper bags. GYPSUM WOOD-FIBERED PLASTER

DESCRIPTION Gypsum wood-fibered plaster is the product of ground calcined gypsum, which is carefully selected and tested as to its plastering value, strength, hardness, resistance to heat and moisture, and other important physical and chemical properties. The

expression "wood-fibered," in connection with the name of the plaster, implies that the product as shipped by the manufacturer contains, intimately

mixed, a suitable amount of nonstaining wood fiber made by the grinding or shredding of wood. When

shipped this plaster does not contain sand, and, in general, is intended to be used without the admixture

of sand at the building site. This plaster is extensively used where a high

degree of fire resistance is necessary, for the improvement of acoustics, and in some instances where sand

of the desired quality is not easily obtained.

268
STONE, SAND, AND CEMENTITIOTJS MATERIALS 514.3

Note.—Gypsum wood-fibered plaster, with but 1 part by weight

of sand, can be used on brick, gypsum and clay tile and wood lain

surfaces, and for the second (browning) coat upon gypsum plaster board, wire, expanded or sheet metal lath. It is important to bear in mind that the addition of sand to gypsum wood-fibered plaster will hasten its time of setting. When it is intended to use sand, themanufacturer should be advised so as to enable further retarding of this plaster at the mill before shipment. QUALITY

The quality and composition of gypsum woodfibered plaster shall be not less than that prescribed

for such in A. S. T. M. C28. GROUNDS Same as for neat plaster above. PROPORTIONS Gypsum wood-fibered plaster is manufactured to be used without the admixture of sand. It shall be mixed as specified for bases or backgrounds as

follows:

First {scratch) and second (browning) coats on—

Wood lath.—Mix the plaster with water only.

Gypsum plaster board.—Mix the plaster with water

only. Metal lath, expanded, sheet and wire.—Mix the

plaster with water only.

Brick, gypsum and clay tile.—Mix the plaster with water only.

Note.—In certain work gypsum wood-fibered plaster, with but 1 part by weight of sand, will prove satisfactory on wood lath, brick, clay and gypsum tile surfaces, and for all second or browning coat work. The addition of sand to this plaster will hasten the time of

set, and for this reason the manufacturer should be advised of such

intention in order that the setting time of the material is sufficiently retarded prior to shipment. Since properly retarded material will give good results when mixed with not more than 1 part by weight

of clean dry sand (which in some localities is common practice), these

specifications include instructions for mixing with sand and the cover- ing or spreading capacity of such a mixture. MIXING With water only.—Raise the end of the mortar box about 4 inches. Place plaster in the raised end and water in the lower end of the mortar box. Hoe the material from the upper end of the box

down into the water in the lower end, allowing the

plaster to soak for a few minutes. After mixing

to the proper consistence it is ready for application.

Do not mix more material than will be used in about one hour. Do not retemper the mixture after

it has started to set. With not more than 1 part by weight of sand.—

Raise one end of the mortar box about 4 inches. Place in the upper end of the box one layer of sand

and on top of this a layer of plaster. Hoe the material dry from the upper end of the box down

to the lower and back again until the dry mixture

is of even color. Put water into the empty or lower end of the box and hoe the plaster and sand into the water, allowing the mixture to soak for a few

minutes. After mixing to the proper consistence

it is ready for application. Do not mix more material than will be used in about one hour. Do not retemper the mixture after it has started to set. COVERING CAPACITY The covering or spreading capacity of gypsum

wood-fibered plaster depends to a large extent upon the quantity and quality of wood fiber used, the plasticity of the mixture, the character of base

or background to which it is applied, and the thick- ness of the plaster coats. Of minor importance in this respect might be included the weather (temperature) conditions and workmanship. Under

average circumstances gypsum wood-fibered plaster,

mixed and applied in accordance with the fore- going specifications, and to the grounds specified,

will spread or cover about as follows:

Plaster mixed with water only (no sand) —

On wood lath.—From 1,400 to 1,700 pounds per 100 square yards.

On gypsum plaster board.—From 1,300 to 1,600

pounds per 100 square yards.

On metal lath, expanded and wire.—From 2,200

to 2,700 pounds per 100 square vards. On metal lath, sheet metal.—From 2,100 to 2,400

pounds per 100 square yards.

On brick and clay tile.—From 2,200 to 2,400

pounds per 100 square yards.

On gypsum tile.—From 1,800 to 2,000 pounds

per 100 square yards.

One part of plaster to 1 part of sand—

On wood lath.—From 1,100 to 1,300 pounds per

100 square yards.

On brick and clay tile.—From 1,800 to 2,000

pounds per 100 square yards.

On gypsum tile.—From 1,400 to 1,600 pounds per

100 square yards.

On first or scratch coats.—From 1,000 to 1,300

pounds per 100 square yards.

Note.—Gypsum plaster is marketed full weight, 100 pounds in cloth sacks or 80 pounds in cloth or paper bag. GYPSUM READY-SANDED PLASTER

DESCRIPTION Gypsum ready-sanded plaster (sometimes called "prepared" or "sanded" plaster) is the product of ground calcined gypsum which is carefully selected and tested as to its plastering value, strength,

hardness, resistance to heat and moisture, and other important physical and chemical properties. The

expression "ready-sanded," in connection with the name of the plaster, implies that the product, as shipped by the manufacturer, contains, intimately

mixed, a suitable proportion of clean, sharp, dry

sand, and that it is intended to be used without the admixture of additional sand at the building site. In addition to the sand, this plaster may or may

not contain a small percentage of hair or other

similar fiber. The fibered material is used for plastering on uneven surfaces and on wood and metal

lath, while the unfibered is usually used for plastering on brick, tile, and similar solid surfaces. Gypsum

ready-sanded plaster, fibered or unfibered, is used for

all of the purposes where a gypsum neat plaster with

sand, fibered or unfibered, can be used. It is in de- mand in cases where a suitable grade of plastering

sand can not economically be procured or during cold weather when local sand supplies are liable to contain frost. QUALITY

The quality and composition of gypsum readysanded plaster shall be not less than that prescribed

for such in A. S. T. M. C28. GROUNDS

Same as for neat plaster, above. PROPORTIONS Gypsum ready-sanded plaster is manufactured to be used without the admixture of any additional sand at the building site. It shall be mixed as

specified for bases or backgrounds as follows:

First (scratch) and second (browning) coats on—

Wood lath.—Mix the plaster (fibered) with water

only.

Gypsum plaster board.—Mix the plaster (fibered or

unfibered) with water only.

Metal lath, expanded, sheet and wire.—Mix the

plaster (fibered) with water only,

269
514.3 STANDARDS AND SPECIFICATIONS FOE NONMETALLIC MINERALS

Brick, gypsum, and clay tile. —Mix the plaster

(unfibered) with water only. Note.—Gypsum ready-sanded plaster, for first (scratch) coat work, contains 1 part of gypsum and not more than 2 parts by weight

of clean, sharp, dry sand, f or the second (browning) coat work, the quantity of sand is increased to 3 parts by weight. Since the neces- sary proportions of gyspum and sand are made and controlled at the manufacturer's mill, it is necessary that in ordering gypsum ready- sanded plaster, statement is included as to whether the material is to be used for first or second coat work, and whether it shall be

"fibered," since the fibered material is necessary for first (scratch) coat work upon all open lath and uneven surfaces.

MIXING With water only.—Put the plaster in one end and

the water in the other end of the mortar box. Hoe

the plaster into the water, mixing thoroughly to the proper consistency for application. COVERING CAPACITY The covering or spreading capacity of gypsum

ready-sanded plaster depends to a large extent upon the quantity and quality of sand in the plaster, the plasticity of the mixture, the character of the base or background to which it is applied, and the

thickness of the plaster coats. Of minor importance

in this respect might be included the weather

(temperature) conditions and workmanship. Under

average circumstances gypsum ready-sanded plaster

mixed and applied in accordance with the fore- going specifications, and to the grounds specified

will spread or cover about as follows: Plaster mixed with water only (no additional sand) —

" On wood lath.—From 2,200 to 2,400 pounds per 100 square yards.

On gypsum plaster board.—From 2,000 to 2,200

pounds per 100 square yards.

On metal lath, expanded and wire.—From 4,500 to 5,000 pounds per 100 square yards.

On metal lath, sheet metal.—From 4,400 to 4,600

pounds per 100 square yards.

On brick and clay tile.—From 3,500 to 4,000

pounds per 100 square yards.

On gypsum tile.—From 2,500 to 2,800 pounds per 100 square yards.

On first or scratch coats.—From 1,900 to 2,200

pounds per 100 square yards.

Note. —Gypsum plaster is marketed full weight, 100 pounds in cloth sacks or SO pounds in cloth or paper bags. GYPSUM PLASTERS ON CONCRETE SURFACES

GENERAL

Plastering on concrete surfaces, regardless of the material used, presents unusual difficulties necessitating partieluar care and precaution for this class of work. The dressed (smooth) lumber which is commonly used for form work, and also the use of metal forms, leaves a concrete surface so smooth

that the necessary key or clinch for a proper bond

for the plaster coat can not be obtained. Also, the common practice of oiling the forms simply aggra- vates these conditions. Concrete surfaces which

are to be plastered should be rough. The character

of surface desired may be procured by using rough

forms or, better still, by hacking the surface to be

plastered after the forms are removed and before the concrete has become too hard. The success and permanency of any plaster upon

a concrete surface (base or background) depends

largely upon the condition of the concrete surface which is to receive and retain the plaster, the workmanship, and the character of plaster employed.

Careful application of the plaster is important.

QUALITY

The quality and composition of the gypsum

plaster used on concrete surfaces shall be not less than that prescribed for such in A. S. T. M. C28.

PLASTER Gypsum plasters which are to be used for plastering upon concrete surfaces shall be either of the

following:

(a) Gypsum plaster for concrete surfaces (specially prepared).

(b) Unsanded gypsum wood-fibered plaster. MIXING

Raise one end of the mortar box about 4 inches.

First put water in the lower end of the box, then in the raised end put the quantity of gypsum plaster

to be used for one mixing. Hoe the plaster into the

water, allowing it to soak for a few minutes. When

soaked, work up the mixture in the usual manner,

adding sufficient water, as you are mixing, to bring the plaster to the proper consistence for application.

Do not mix more material than can be applied and

straightened in about one and one-half hours. Do

not retemper the mixture after it has started to set. Do not add sand to plasters that are to be applied

to concrete surfaces. Note.—Gypsum wood-fibered plaster must be allowed to soak,

after mixing, for about 15 minutes without further hoeing, before it is applied. GYPSUM FINISH PIASTERS—TROWEL AND SANDFLOAT FINISHES

DESCRIPTION Prepared gypsum finish plasters, for trowel and

sand-float finishes, are the product of ground calcined gypsum which is carefully selected with due consider- ation of the finished shade desired (from white trowel

to fight gray sand-float finishes), smooth working

properties, strength, hardness, and other important

physical and chemical properties.

QUALITY

The plaster used for trowel and sand-float finishes shall be of calcined gypsum of a quality not less than

that prescribed in A. S. T. M. C28. PROPORTIONS Gypsum prepared finish plasters require the addition of water only and proper mixing to make them

ready for application. MIXING

Raise one end of the mortar box about 4 inches. Put water in the lower end of the box and plaster in the upper end, using (approximately) 1 part of water

to 2 parts of plaster by volume. Allow the plaster

to soak in the water, without hoeing, for at least 10

minutes. After all the material has soaked and

there are no further signs of bubbles, mix thoroughly

and, with particular care, break the material down

to a smooth, even, creamy consistence. When

properly mixed it will be too thin to carry in a hod

but can be conveniently carried in a bucket. GYPSUM FINISHING PLASTER

DESCRIPTION Gypsum finishing plaster (sometimes termed

gaging gypsum plaster) is a calcined gypsum product

specially manufactured from ground calcined

270
STONE, SAND, AND CEMENTITIOUS MATERIALS 514.4

gj-psum which is carefully selected with due consideration of purity and color. Since this plaster

is manufactured to yield cool and smooth working

properties it is extensively used in combination with

lime putty for finish plaster coats. Gypsum finishing

plaster is prepared with retarder, viz, "slow set," or without retarder, viz, "quick set." The principal purpose of this plaster is to harden the finish plaster coat and prevent check cracking of the surface. PROPORTIONS Use either with thoroughly slaked quicklime or "hydrated lime" in the proportion of about 1 measure of dry finishing plaster to 3 measures of lime puttj-. These proportions are about, equal to

1 part of dry finishing plaster to 2 parts of dry

" hydrated lime'' by weight. MIXING Make a ring of thoroughly hydrated lime putty on

the mixing board; put clean water in the center of the ring and sift the finishing plaster into the water, allowing it to soak for a few minutes. Mix to a creamy consistence, then cut the lime putty, together

with the mixture, to a paste of uniform consistence.

Note.—Great care must be exercised to assure that the lime used, whether quicklime or hydrated, is thoroughly slaked. GYPSUM MOLDING AND CASTING PIASTER

DESCRIPTION Gypsum molding and casting plasters are specially

manufactured for use in molds or castings of the most

intricate forms, such as for shaping clay and terra- cotta forms. Also, it is used for staff work, plaster

casts, relief, ornamental work, and cornices on walls and ceilings. MIXING For casting and similar work mix thoroughly

with water only. For moldings and work of like character, mix as directed for gypsum finishing

plaster.COVERING CAPACITY OF FINISH PLASTERS The covering or spreading capacity of gypsum

plasters used for, or in, the finishing coat depends

upon the character and plasticity of the mixture, the condition of the surface or base coat of plaster to which the finishing coat is applied, and the thick- ness of the coat. Of minor importance in this respect

might be included the weather (temperature)

conditions and workmanship. Under average cir- cumstances gypsum finish plasters, mixed and

applied in accordance with the foregoing specifica- tions, will spread or cover about as follows: Gypsum trowel finish.—From 500 to 600 pounds

per 100 square yards.

Gypsum sand float finish.—From 700 to 800

pounds per 100 square yards.

Gypsum finishing (gaging).—From 400 to 500

pounds per 100 square yards.

Note.—Gypsum trowel, sand float, finishing, molding, and casting

plasters are marketed full weight, 100 pounds in cloth sacks, 80 pounds in cloth or paper bags and 250 pounds in barrels, as desired. United States Department of Commerce, division

of simplified practice, recommendation No. 75, composition blackboard (including simplified list having gypsum core backing), April 1, 1928. (See 545.9, p. 645.) 514.4. LIME PLASTER.

American Railway Engineering Association, specifications for buildings for railway purposes.

LATHING AND PLASTERING (1926)

(This specification includes requirements for the

furnishing and setting of metal furring, metal

lathing, wood lath, corner beads and in addition, the following requirements to be met in interior plastering and patching:)

The contractor shall provide all scaffolding, tools, labor, and materials, and everything necessary to complete the plastering and stucco work shown on

the drawings or required to complete the building. In general, all plastering on lathed surfaces shall consist of a scratch coat, a brown coat, and the

finishing coat. On unfurred brick or tile surfaces the scratch coat will be omitted. Each coat shall be permitted to dry thoroughly before the next

coat is applied. Before beginning Ms work the

plasterer shall test and prove the lathing and grounds

so that the finished plaster will be plumb, true,

level, and waveless. Plastering shall run up

behind all sill aprons, wainscoting, etc., and shall extend behind all bases. Stone, brick, or terra cotta walls to be plastered

and all wood lath shall be thoroughly drenched with water before applying the first coat of plaster. In hot dry weather, especially if windy, close

all openings in the building while plastering to prevent too rapid drying. In winter the temperature in the rooms being plastered shall be kept

above the freezing point while plastering and until the plaster has hardened. The scratch coat shall be well rubbed in and

troweled against brick and tile and into lathed

surfaces so as to form a perfect bond, and shall be

scored and scratched in both directions to form a

key for the brown coat. The brown coat shall be applied to the scratch

coat and brought flush with the grounds, with all surfaces straight, true, plumb, level, and waveless. The finishing coat shall be applied to the brown

coat and may be a sand float or white trowel

finish as specifically designated. If a white trowel

finish is called for, it shall be made of Keene's cement and lime putty troweled to a smooth hard

finish free from trowel or brush marks.

The plasterer shall run all plaster molds, cornices, coves, etc., in accordance with models or full-sized

profiles; all angles to be carefully and accurately

mitered. Run work shall be carefully and accurately

formed from templates to form continuous, unbroken, level lines. Ornamental enrichments shall be firmly secured in place with plaster of Paris, white

lead and galvanized wire nails. Unless otherwise permitted by the engineer, all plastering shall be done with "patent" or hard

wall plaster of a brand specifically approved by the

engineer and mixed and applied in accordance with

the manufacturer's directions. Plaster shall be

delivered at the site in the original unbroken

packages and stored in a dry place until used. Lime putty used for plastering shall be made from

first quality pure lump lime, screened and free from

impurities, and shallgbe mixed at^least two weeks

before being used. Sand for plastering shall be sharp and angular and

free from dirt, oil, or impurities that will stain the

plaster. It shall be screened, washed and dried. PATCHING

The plasterer shall do all necessary patching of

plaster after the other mechanics have finished their work and shall leave same complete and perfect in every respect.

271
514.4 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

GENERAL CONDITIONS

The general conditions as given in 518.50, page 416

shall be considered to apply to these specifications.

American Society for Testing Materials, tentative

specifications for sand for use in lime plaster, serial designation: C66-27T, 1927. See 512.12, page 234. Contracting Plasterers' International Association,

standard specification for lath and plaster work, 1923

See 514.63, page 280. (This specification includes requirements for lime

plaster.)

National Lime Association, proposed specifica- tions for lime plastering.

PREFACE

Sections 1, 2, and 3 are recommended practices. Sections 4 and 5 are the specifications for lime

plastering.

1. Plastering failures may be caused by lack of rigidity in the building or by lack of preparation for the backing. A careful survey of the building should be made before plastering is started. Masonry walls and ceilings should be in true alignment

and of sufficient rigidity, and should be clean and of rough texture. Frame structures should be well braced and properly reinforced against all concentrated loads. Any defects noted should be remedied

or reported to the owner or his agent.

2. The finished plastering shall have true surfaces

flush with the grounds or with the face where there are no grounds. All corners shall be straight and

true. When dry, the surface shall not be marred by

noticeable blotches, pops, or joining lines.

3. Preparation of materials and backings.—(a) Quicklime shall conform to, and be prepared for use

in accordance with, A. S. T. M. C5. (See 517.2,

p. 352.)

(b) Hydrated lime shall conform to A. S. T. M. C6

(see 517.2, p. 353), and shall be mixed with water to form a putty and stored, with reasonable care to prevent evaporation, for at least 24 hours prior to

use.

(c) Sand shall conform to the proposed tentative

specifications for sand for lime plaster of the American Society for Testing Materials.

(d) Hair or fiber shall be reasonably free from

dust, grease, and balls or knots of hair or fiber. The

individual hairs or fibers shall be from one-half to 2 inches long, averaging 1}{ inches long; and the

fiber employed shall become quickly pliable on

wetting.

(e) Mixing water shall be sufficiently free from

salts and organic material as to not produce dele- terious effects on the finished plastering. In general, water which is potable will be satisfactory.

(/) Gaging material (calcined gypsum) Portland or Keene's cement, when used shall conform to the requirements of the American Society for Testing

Materials, for the specific material employed.

(g) Wood lath, when used, shall be laid horizontally on walls and in one direction only on ceilings

and shall be of such length that both ends of each

lath will come over supports. They shall be nailed securely with fine blued wire lath nails, of at least 3d, at both ends and to every support they cross, the

nails being staggered along the length of the lath. Lath shall be spaced three-eighth inch apart. A

space three-eighths inch shall be left between abutting ends. Joints shall be broken every sixth lath. The entire length of all angles and corners shall be

reinforced with metal lath extending at least 6 inches on each surface. Wood lath shall be as damp

as practicable when the plaster is applied. All

warped, buckled, and unseasoned lath shall be

replaced before plastering.

(h) Wire or metal lath when in sheets shall be in position with the longer dimension at right angles to the supports. The end of a sheet shall be located at

least one support distant from an angle or corner, and the lath bent into or around the angle or corner. Wherever possible the end joints between sheets

shall come over supports. End joints over supports

shall be lapped at least 1 inch ; end joints not over sup- ports shall be lapped 3 inches; side joints shall be

lapped 1 inch. End joints when not over a support

shall be tied with wire once every 6 inches; side joints on walls, once midway between each two supports, on

ceilings, once every 6 inches. Each sheet shall be

fastened to each support it crosses by fasteners spaced 6 inches apart across the sheet. Metal lath

shall be fastened to wood supports by means of

staples, or hooked head nails. Fasteners for metal

lath to metal studs and furrings having no other

provision for fastening shall be wire ties. Ties shall be at least equivalent to 18 gage annealed wire.

(i) Weights of expanded metal lath.—For walls where the spacing of supports is 16 inches on centers

or less, the weight of expanded metal lath shall be

not less than "heavy" (3.4 pounds per square yard)

for the best grade of construction; "medium" (2.5 to 3 pounds per square yard) for the medium grade;

and "light" (2.2 pounds per square yard) for the minimum grade. If the spacing of supports is 16 to 24 inches the lath shall be not less than "medium"

for the minimum grade of construction; not less than "heavy" for the medium grade; and for the

best grade, specially stiffened heavy expanded

metal or wire lath or sheet lath shall be used. Supports shall not be spaced more than 24 inches on

centers. For ceilings where the spacing of supports

is 12 inches or less on centers, the weight of lath shall conform to the requirements given above for walls with supports spaced 16 inches, except that no

'

' light '' lath will be permitted. If the spacing of supports is 12 to 16 inches, then the weight of lath shall conform to the requirements given above forwalls with

supports spaced 16 to 24 inches. Ceiling supports

shall not be spaced more than 16 inches on centers.

(j) Self-furring metal or wire lath may be used wherever metal furring strips and metal or wire lath are specified, provided that the lath proper, consid- ered separately, meets the requirements of the grade

of lath called for, and provided the design of the

self-furring feature is such as to provide a space of not less than three-eighths inch between the back of the lath and the adjacent face of the wall, ceiling, or support. Self-furring lath shall be erected as specified for metal lath 3 (g)

.

(k) Furring strips, if used, shall be rigidly attached

to the structural support. They shall be of such a

type as to provide a space of at least three-eighths inch between the structural support and the lath. Furring strips shall be used over wood supports

wherever the face of the support is 4 inches or more

in width.

(I) On masonry backings such as concrete, tile, stone, brick, etc., the surface should be thoroughly

cleaned of all grease and loose particles before

plastering. If the concrete surface is smooth or glazed it should be hacked or roughened in some manner so as to offer suitable mechanical bond for the plaster. In order to thoroughly clean concrete

walls they may be washed down with a dilute solu- tion of muriatic acid and should in turn be rinsed with clear water. Masonry should be dampened,

but not dripping wet when plaster is applied.

(m) Ground strips or spot grounds shall be firmly attached to the backing. The thickness of the grounds shall conform to the required thickness of the plaster.

272
STONE, SAND, AND CEMENTTTIOUS MATERIALS 514.4

(n) Protection during setting. —Both the scratch and brown coats shall be protected from drafts and

freezing during the settling period.

4. Proportions and application.—(a) Lime plaster on wood lath shall be a 3-coat work with not less than seven-eighths inch grounds. The finish coat may be either white or sanded, as specified.

(1) The scratch coat shall be composed of 1 volume of lime putty (made from either quicklime

or hydrated lime) and 2 volumes of sand, with 1 bushel of hair or fiber per cubic yard of sand. The putty shall be prepared as directed in section 3 (a) (for quicklime), or 3 (6) (for hydrated lime).

With hydrated lime, the ingredients may be mixed

first dry and again wet. In either case, the wet

mixture shall be stored as long as possible (at least 24 hours) without permitting it to dry out, and shall be retempered and the hair or fiber added just prior to use. The plaster shall be applied to the lath with sufficient pressure to force the plaster in between the laths so as to clinch over the back to form a good key. This coat shall cover the face of the lath about one-fourth inch. When nearly dry

the surface of the coat shall be scratched with an

appropriate tool, making scratches about Ys inch deep by l}i inches apart. The brown coat shall be

applied when the scratch coat has set sufficiently so that it takes considerable pressure to break down

the edges of these scratches when rubbed with the thumb, and the application of the brown coat does not disturb the keys of the scratch coat. Note.—If a more rapidly hardening plaster is desired, Portland or Keene's cement not exceeding 25 per cent by volume of the lime may

be substituted for an equal volume of lime.

(2) The brown coat shall be composed of 1 volume

of lime putty (made from either quicklime or hydrated lime) and 3 volumes of sand. These shall be prepared and mixed as for the scratch coat; 4

(a) (1). This plaster shall be applied to the scratch coat with sufficient pressure to force it into the

scratches. It shaU be built out to the grounds, and

rodded, darbied, and floated to a true, even surface with sharp, straight corners and angles. This

coat shall be well worked. It shall be permitted to

set until practically air dry.

(3) The white finish coat shall be composed of 3 volumes of lime putty (made from either quicklime

or hydrated lime) and 1 volume of calcined gypsum

for finish coat. The putty shall be prepared as directed in sections 3 (a) (for quicklime) or 3 (b) (for hydrated lime) . A suitable amount of the putty

should be circled out on a board, some water put

into the circle, and calcined gypsum for finish coat equal to one-third the volume of the putty dusted

into the water. The whole is then mixed with a trowel, more water

being added if necessary. Not more material than

can be used in 30 minutes is to be mixed at one

time. The mixture shall not be retempered, but

each batch shall be started with clean board and

tools. This plaster shall be applied in a thin, even

layer over the brown coat. The workman shall watch carefully for the disappearance of the glaze, when the surface becomes slightly dull. When

this occurs the coat shall be immediately trowelled down to a smooth, true finish using considerable pressure on the trowel, brushing the surface with water if necessary. This coat shall be as thin as possible without permitting the brown coat to show

through. It shall be smooth, true, and free from

trowel marks or blotches.

(4) The sand-finish coat shall be composed of 1 volume of lime putty (made from either quicklime

or hydrated lime) and 2 volumes of sand. The

putty shall be prepared as directed in section 3 (a) (for quicklime) or 3 (b) (for hydrated lime). The

color of the sand shall be as approved by the purchaser. Just before application, one-eighth volume

of calcined gypsum for finish coat shall be mixed

thoroughly with each batch of lime and sand,

adding some more water if necessary. Not more

material than can be used in 30 minutes shall be

mixed at one time. This mixture shall not be

retempered, but each batch shall be started with

clean box and tools. This plaster shall be applied

in a thin even layer over the brown coat. It shall be finished with a cork or felt float to an even, uniformly granular surface.

(b) Lime plaster on metal or wire lath shall be

3-coat work with not less than three-fourths inch grounds. The finish coat may be either white or sanded, as specified.

(1) The scratch coat shall be composed of 1 volume of lime putty (made from either quicklime

or hydrated lime and 2 volumes of sand, with 1 bushel of hair or fiber per cubic yard of sand. The

putty shall be prepared as directed in section 3 (a) (for quicklime) , or 3 (6) (for hydrated lime) . With

hydrated lime the ingredients may be mixed first dry and mixed again wet. In either case the wet

mixture shall be stored as long as possible (at least 24 hours) without permitting it to dry out and shall be retempered and the hair or fiber added just prior

to use. The plaster shall be applied to the lath with

sufficient pressure to force the plaster in between the

laths so as to clinch over the back to form a good

key. This coat shall cover the face of the lath about

one-fourth inch. When nearly dry the surface of the

coat shall be scratched with an appropriate tool, making scratches about one-eighth inch deep by

\Yi inches apart. The brown coat shall be applied

when the scratch coat has set sufficiently so that it takes considerable pressure to break down the edges

of these scratches when rubbed with the thumb, and

the application of the brown coat does not disturb the keys of^the scratch coat. Note.—If a more rapidly hardening plaster is desired, Portland or Keene's cement not exceeding 25 per cent by volume of the lime may

be substituted for an equal volume of lime.

(2) The brown and finish coats shall be proportioned, mixed, and applied as specified in section 4

(a) (2), (3), and (4) above.

(c) Lime plaster on concrete ceilings shall be 2- coat work with one-fourth inch grounds. The two

coats shall be the scratch and finish coats, proportioned, mixed, and applied as specified for the lime

plaster on wood lath, 4 (a) (2), and (3) or (4), except that the scratch coat, instead of being

scratched, is built out to grounds and rodded, darbied,

and floated to a true, even surface with sharp,

straight corners and angles. This shall be permitted to age until practically air-dry and the finish coat shall be applied directly to the surface of this scratch coat.

(d) Lime plaster on concrete or concrete block

walls shall be 3-coat work with three-fourths inch

grounds. The three coats shall be the scratch, brown,

and finish coats, proportioned, mixed, and applied

as specified for lime plaster on wood lath, 4 (a) (1),

(2), and (3) or (4).

(e) Lime plaster on brick or clay tile shall be 3-coat work with three-fourths inch grounds, proportioned,

mixed, and applied as specified for lime plaster on wood lath, 4 (a) (1), (2), and (3) or (4).

5. Miscellaneous.—(a) Doubled-up work shall be

applied as follows: The scratch coat shall be proportioned, mixed, and applied as specified above, under

4 (a). This scratch coat shall not be scratched nor permitted to harden, but shall be covered while still quite soft by application of the brown coat. The

brown coat shall be built out to grounds, rodded,

darbied, floated, and permitted to set until practically

air-dry, all as above described. The finish coat shall be proportioned, mixed, and applied as specified for the finish coats, 4 (a) (3) or (4).

273
514.4 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

(b) Lime plaster shall be applied to solid partitions

only when the height does not exceed 12 feet and only

when the studs are at least three-fourths inch steel channels or their equivalent, spaced not more than

16 inches on centers,1 and rigidly attached to the

floors and ceilings. The metal lath shall be attached

to the studs as specified in section 3 (6) . Three coats

of lime plaster as specified in sections 4 (6) (1), 4(a) (2), and 4 (a) (3), or 4 (a) (4) shall be applied to each side of the lath. The grounds shall be of such

thickness that both faces of the lath and of the studs

shall be well covered by the brown coat. The

over-all thickness of the finished partition shall be

not less than 2 inches. The necessary changes in the

thickness of the plaster shall be accomplished by

changes in the thickness of the brown coat only.

The second or scratch coat shall not be applied while the first is setting, but shall be applied, either before the setting of the first starts, or not until after the setting of the first is complete.

(c) In certain instances where it is desired to apply the decorative finish directly to the brown

coat specifications for scratch and brown coats, as regards composition and thickness as described in sections 4 (a) (1), and 4 (a) (2) for wood lath backings, and 4 (fo) (1) and 4 (b) (2) for metal lath backing, shall be followed. National Lime Association, proposed specifications for lime stucco. PREFACE

All of Section I and Section II, (1) and (2) and

certain parts of Section III relating to erection

details are recommended practices. The remaining

sections are the specifications for lime stucco.

I. General.—A careful survey of the building shall be made before stuccoing is started. Masonry walls should be in true alignment and of sufficient rigidity,

and should be clean and of rough texture. Frame

structures should be well braced and properly

reinforced against all concentrated loads. Any

defects noted should be remedied or reported to the owner or his agent.

The finished stucco shall have true surfaces flush with the grounds or with the face where there are no

grounds. All corners shall be straight and true. When dry, the surface shall not be marred by

noticeable blotches, pops, or joining lines. The contractor shall furnish all necessary tools, scaffolds, and other appliances needed to fulfill the requirements of this contract, all scaffolding to be

erected and maintained in accordance with the laws of the State or municipality having jurisdiction.

II. (1). Materials.—(a) Quicklime shall conform

to and be prepared for use in accordance with

A. S.' T. M. C5. (See 517.2, p. 352.)

(b) Hydrated lime shall conform to A. S. T. M.

C6 (see 517.2, p. 353), and shall be mixed with water

to form a putty and stored, with reasonable care to prevent evaporation, for at least 24 hours prior to use.

(c) Hair or fiber shall be reasonably free from dust,

grease, and balls or knots of hair or fiber. The

individual hairs or fibers shall be from one-half to 2 inches long averaging 1.J4 inches long, and the fiber employed shall become quickly pliable on wetting.

(d) Mixing water shall be sufficiently free from

salts and organic material as to not produce dele- terious effects on the finished stucco. In general, water which is potable will be satisfactory.

(e) Portland cement shall conform to A. S. T. M.

C9. (See 516.11, p. 294.)

(/) Fine aggregate shall consist of natural sand or screenings from crushed stone and shall be well graded from fine to coarse within the limiting sizes. When dry, it shall all pass the No. 8 sieve and from

20 to 25 per cent shall pass the No. 50 sieve. It shall be free from loam, vegetable, or other deleterious matter. (It may be tested by the colori- metric test as given by A. S. T. M. C40. (See

512.10, p. 213.)

2. Backings.—(a) Wood lath, when used, shall be No. 1 quality laid horizontally and shaU be of such length that both ends of each lath shall come

over supports. They shall be nailed securely at both ends and to every support they cross with fine blued or galvanized wire lath nails of at least 3d. Lath shall be spaced three-eighths inch apart and a

space of three-eighths inch shaU be left between abutting ends. Joints shall be broken every sixth lath. The entire length of all angles and corners shall be

reinforced with metal lath extending at least 6

inches on each surface. Wood lath shall be as damp as practicable when the stucco is applied.

All warped, buckled, and unseasoned lath shall be

replaced before plastering.

(&) Furring strips, if used, shall be rigidly attached

to the masonry. They shall be of such a type as to provide a space of at least five-eighths inch between

the masonry and the lath and shall not be over 2

inches in width. Furring strips shall be used over wood supports wherever the face of the support is 4 inches or more in width.

(c) Wire or metal lath when in sheets shall be

in position with the longer dimension at right angles

to the supports. The end of a sheet shall be

located at least one support distant from an angle

or corner, and the lath bent into or around the

angle or corner. Wherever possible the end joints

between sheets shall come over supports. End

joints over supports shall be lapped 1 inch; end

joints not over supports shall be lapped 3 inches;

side joints shall be lapped 1 inch. End joints

when not over a support shall be tied with wire once

every 6 inches and side joints once midway between

each two supports. Each sheet shall be fastened

to each support it crosses by fasteners spaced 6

inches apart across the sheet. Metal lath shall be fastened to wood supports by means of staples, or hooked head nails. Fasteners for metal lath

to metal studs and furrings having no other provision for fastening shall be wire ties. Ties shall be at least equivalent to 18-gage annealed wire.

(d) Weights of expanded metal lath.-—Supports

shall not be spaced more than 24 inches apart and

the weight of the metal lath shall not be less than

shown in the following table:

Weight in pounds per square yard of expanded metal

lath

Supports spaced Kind of construction

16 inches 16 to 24 or less inches

Best 3.4

3. 0-2. 5 Special

.

Minimum 3.4

(e) Self-furring metal or wire lath may be used

wherever furring strips and metal or wire lath are

specified, provided that the lath proper, considered

separately, meets the requirements of the grade of lath called for, and provided the design of the self- furring feature is such as to provide a space of not

less than five-eighths inch between the back of the lath and the adjacent face of the wall, or support.

Self-furring lath shall be erected as specified for metal lath.

(/) On masonry backing, such as concrete,

brick, stone, tile, etc., the surface should be thor- oughly cleaned of all grease and loose particles before

stuccoing. If the concrete surface is smooth or

glazed, it should be hacked or roughened in some manner so as to offer suitable mechanical bond for the stucco. In order to thoroughly clean concrete

274
STONE , SAND, AND CEMENTITIOUS MATERIALS 514.61

walls they may be washed down with a dilute solu- tion of muriatic acid, and should, in turn, be rinsed with clear water. Masonry should be dampened,

but not dripping wet when stucco is applied.

(g) Ground strips or spot grounds shall be firmly attached to the backing of 4-foot centers. The

width of a wooden ground strip or diameter of a wooden spot ground shall be not more than V/2 inches.

3. Proportions and mixing.—(a) The scratch coat shall be composed of 1 volume of quicklime

putty or hydrated lime putty and 3 volumes of

fine aggregate, with 1 bushel of hair or fiber per cubic yard of fine aggregate. The putty shall be prepared as directed in Section II 1 (a) (for quicklime), or II 1 (b) (for hydrated lime). The ingre- dients of the mortar shall be thoroughly mixed

with the minimum amount of water to obtain the required consistency. Mixing shall continue

until the lime and fine aggregate are evenly dis- tributed and the mass is uniform in color. With

hydrated lime the ingredients may be mixed first dry and then mixed wet. In either case the wet

mixture shall be stored as long as possible (at least 24 hours) without permitting it to dry out, and shall be retempered and the hair or fiber added

just prior to use. Note.—If a more rapidly hardening stucco is desired, Portland cement not exceeding 33 per cent by volume of the lime may be substituted for an equal volume of lime.

(b) The brown coat shall be composed of 1 volume

of quicklime putty or hydrated lime putty, and 3 volumes of fine aggregate. These shall be prepared

and mixed as for scratch coat II 3 (a). Note.—If a more rapidly hardening stucco is desired, Portland cement not exceeding 25 per cent by volume of the lime may be substituted for an equal volume of lime.

(c) The finish coat shall be made with the same

proportions as the brown coat, II 3 (6), and shall be prepared and mixed as for the scratch coat II 3 (a). If specified and provided for, a predetermined weight

of finely ground mineral coloring matter shall be

added to each batch of mortar prepared. In case hydrated lime is used, the coloring matter shall be thoroughly mixed with it while dry, previous to the addition of any aggregate. In case quicklime is used, the coloring material shall be added to the fine aggre- gate while dry and the material thoroughly mixed.

The fine aggregate shall be reduced by an amount

equal to the volume of coloring material added.

4. Application and workmanship.—(a) Lime stucco, on wood, metal, or wire lath shall be 3-coat work.

(1) The scratch coat shall cover the face of the

lath about one-fourth inch and shall be well troweled

to insure a firm bond to the lath. When hard enough

that the ke3T s will not be disturbed, the surface of the coat shall be scratched with an appropriate tool, making scratches about one-eighth inch deep and

V/2 inches apart.

(2) The brown coat shall be applied, if possible, on the day following the application of the scratch

coat. The scratch coat should be dampened if necessary, but not saturated before the brown coat

is applied. The mortar shall be applied with suffi- cient pressure to force it into the scratches. It

shall be approximately three-eighths to one-half inch

thick and shall be brought to a true and even surface by screeding at'intervals not exceeding 5 feet and by

constant use of the straightening rod. When the brown coat has stiffened sufficiently, it shall be dry

floated with a wood float and lightly and evenly

scored to form a good mechanical bond for the finish coat.

(3) The finishing coat should be approximately

one-fourth inch thick and should be applied on the day following the application of the brown coat. The brown coat should be dampened if necessary,

but not saturated before the finish coat is applied.

The surface finish shall be as specified by the owner

or his agent.

(b) Lime stucco on brick, hollow tile, stone, concrete, or other masonry surfaces should preferably

be 3-coat work, but the brown coat may be omitted

if the surfaces of the masonry are very nearly true

surfaces as usually obtained in mass concrete or brickwork.

(1) The scratch coat shall cover the base to a

thickness of three-eighths inch measured from the normal masonry line. The mortar shall be applied

to the backing with sufficient pressure to bond it to the surface. When hard enough that the bond will not be disturbed, the surface of the coat shall be

scratched with an appropriate tool, making scratches about one-eighth inch deep and 1)4 inches apart.

(2) Brown and finish coats shall be applied as

specified for lime stucco on wood, metal, or wire lath, II 4 (a) (2) and (3).

(c) If desired, the brown and finish coats may be

doubled up; that is, as soon as the brown coat is

stiff enough the finish coat may be applied. The

scratch coat, however, should be allowed to set

until quite firm before additional coats are applied.

III. Miscellaneous.—(a) Continuity of work.—

All stuccoing shall be carried on continuously from

top to bottom. The coats thus applied shall pro- ceed in one general direction without allowing the

stucco to dry at the edge. If it is impossible to work the full length of the wall, the joining shall be

at some chimney recess, projection, or other natural

division in the surface. If this is impossible, the

vertical joint shall be made behind a rain conductor

or at a door or window opening. The stucco may

be more smoothly blended at joints, if the edge to be joined is .first dampened.

(b) Protection of surfaces.—In rainy or threatening weather all fresh surfaces shall be protected

against the direct washing effect of rain.

(c) Eaves, embedded trim, cornices, and sills should have large overhangs so detailed with barge

boards, seat grooves, and drip grooves as to prevent

any water from reaching the top or getting back of the stucco.

(d) Flashings should be provided before starting

stuccoing at the top and on the sides of openings

wherever projecting wood trim occurs. They

should be provided also across masonry walls under

copings, cornices, and sills with mortar joints. The

flashings should be made with material that will not

oxidize and stain the stucco and should extend beyond

and slightly over the face of the finished surfaces.

(e) Horizontal surfaces.—Stuccoed copings, cornices, and other exposed horizontal surfaces should

be avoided whenever possible, All exposed stucco

surfaces should shed water quickly.

if) Finish above grade.—Stucco should terminate

upon a base of stone, brick, or other suitable masonry

not less than 18 inches above grade. A continuous

damp coursing of slate or bituminous materials is recommended in masonry walls just below the

starting line of any stucco, close to grade.

(g) It is recommended that finishes be rough to minimize the effect of any hair cracking that may

occur.

(h) "Black" metal lath shall under no circumstances be used as a backing for lime stucco. 514.5. PORTLAND CEMENT PLASTER.

(No nationally recognized specifications available.)

514.6 PLASTER MANUFACTURES.

514.61. Gypsum Plaster Board.

American Society for Testing Materials, standard

specifications for gypsum wall board, serial designation C36-25, 1925.

275
514.61 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

1. Gypsum wall boards are sheets or slabs having an incombustible core of gypsum which, without

the addition of plaster, furnish to interior walls,

ceiling's, or partitions a surface which may receive decoration.

2. Gypsum wall boards consist of an incombustible

core of gypsum, with or without fiber, surfaced with paper or other fibrous material firmly bonded to the

core.

3. Gypsum wall boards shall be nominally three- eighths inch (9.5 mm) in thickness with permissible

variations in the average thickness of ± %t inch (0.4 mm) and with permissible local variations of ±}^2

inch (0.8 mm) from the normal thickness.

Note.—Gypsum wall boards are manufactured in thicknesses from

one-fourth inch (6.3 mm) to one-half inch (12.7 mm) with permissible

local variations of ±}$2 inch (0.8 mm) from the nominal thickness. 4. (a) Gypsum wall boards that are to be laid with the joints butted shall have widths of 32 inches (810 mm), 36 inches (910 mm), or 48 inches (1,220

mm), except that a variation of %2 inch (2 mm)

under the specified widths is permissible.

(6) Gypsum wall boards that are to be laid with

the joints filled shall have widths one-fourth inch

(6.3 mm) less than those specified in paragraph (a), except that the same variation is permissible.

(c) The lengths shall be from 4 feet (1.22 m) to 12

feet (3.66 m), inclusive, except that a tolerance of three-eighths inch (9.5 mm) from the length of indi- vidual boards is permissible. Special boards may be

cut to any desired length within the limits prescribed.

5. The weight of g3r psum waU board shall be not

less than 1,400 pounds (635 kg) nor more than 2,100

pounds (952.5 kg) per 1,000 square feet.

6. (a) Strength test specimens shall be 12 inches

(300 mm) in width and approximately 18 inches (460 mm) in length. When tested in. accordance

with the methods described in section 13, specimens

taken from the gypsum wall boards shall carry a

load of not less than 60 pounds (27.22 kg) when the load is applied across the fiber of the surfacing, and

not less than 32 pounds (14.50 kg) when the load is applied parallel to the fiber of the surfacing.

(6) With loads equal to or less than those specified in paragraph (a) there shall be no breaking of the bond between the surfacing and the core.

7. That surface of the gypsum wall board designed

to be exposed on erection shall be true and free from

imperfections that would render the wall boards

unfit for use with or without decorations. The

edges and ends shall be straight and solid. Boards

that are to be butted shall have corners square and

opposite edges parallel to each other. With boards

that are to have the joints filled, a negative variation

of one-eighth inch (3 mm) from parallelism of opposite edges is permissible.

8. At least 1 per cent of the number of gypsum

wall boards in a shipment, but not less than 10 boards

shall be so selected as to be representative of the shipment. Twenty-five per cent of such selected boards, but not less than 10 individual boards, shall constitute a sample for test purposes. When a shipment consists of more than one car or carrier load, a sample shall be selected from each car or

carrier.

9. Shipments of gypsum wall board shall conform

to the following:

(a) They shall be shipped so as to be kept dry and

free from moisture.

(b) When shipped for resale the following infor- mation shall be shown upon each board: Name of manufacturer, brand, and nominal thickness.

10. Inspection may be made either at the point of shipment or at the point of delivery. The inspector

representing the purchaser shall have free access

to the carriers being loaded for shipment to the purchaser. He shall be afforded all reasonable facilities for inspection and sampling, which shall be so con- ducted as not to interfere unnecessarily with the loading of the carriers.

11. Any rejection shall be based upon failure to conform to the requirements of these specifications

and shall be reported within 10 working days from

the receipt of the shipment by the consignee. The

notice of rejection shall contain a specific statement

of the respects in which the boards have failed to meet the requirements of these specifications.

12. Claims for rehearing shall be valid only if made within 20 working days from the receipt of notice of specific cause for rejection.

METHODS OF TESTING

13. (a) Test specimens for the transverse strength

test shall be taken from not less than ten gypsum

boards.

(6) The test specimens shall be 12 inches (300 mm)

in width and approximately 18 inches (460 mm) in length. They shall be supported on fixed parallel

bearings spaced 16 inches (410 mm) on centers, and

shall be loaded through a similar bearing midway

between the supports. All bearing and load surfaces

shall be true, shall engage the full width of the test specimen, and shall be rounded to a radius of one- eighth inch (3.2 mm).

(cj Test loads shall be applied at a uniform rate

of 60 pounds (27.22 kg) per minute with a permissible variation of ± 10 per cent in the rate. Strength

test results shall be reported when the load is applied across the fiber of the surfacing and also

parallel to the fiber of the surfacing.

American Society for Testing Materials, standard

specifications for gvpsum plaster board, serial des- ignation: C37-25, 1925.

1. Gypsum plaster boards are sheets or slabs having an incombustible core of gypsum, and de- signed to be used as a lath or backing for gypsum

plaster on the walls, ceilings, and partitions in the

interior of buildings.

2. Gypsum plaster boards consist either of sheets

or slabs of gypsum with not more than 15 per cent, by weight, of fiber intimately mixed; or an incombustible core of gypsum, with or without fiber, surfaced with paper or other fibrous material firmly

bonded to the core, or with intermediate layers of such material within the core.

3. Gypsum plaster boards shall be one-fourth inch

(6.3 mm), five-sixteenths inch (8.0 mm), three- eighths inch (9.5 mm), or one-half inch (12.7 mm)

thick, except that average thicknesses varying not more than one-sixteenth inch (1.6 mm) from the nominal thicknesses, and local variations of onesixteenth inch (1.6 mm) in thickness of the individ- ual boards are permissible.

4. The nominal width of gypsum plaster boards

shall be 32 inches (810 mm), and the nominal length 24 inches (610 mm), 36 inches (910 mm) or 48

inches (1,220 mm). A variation of one-fourth inch

(6.3 mm) under specified width, and of three-eighths inch (9.5 mm) under or over the specified length is permissible.

5. The weight of gypsum plaster board per 1,000 square feet shall conform to the following:

Thickness Weight (minimum) Weight (maximum)

Inch mm Pounds tig Pounds kg H 6.3 1,200 544 1, 500 680 Me%

8 1,250 567 1, 650 750 9.5 1, 400 635 2,000 907 H 12.7 2,000 907 3,000 1,361

276
STONE, SAND, AND CEMENTITIOUS MATERIALS 514.61

6. (a) Strength test specimens shall be 12 inches

(300 mm) wide and approximately 18 inches (460

mm) long. When tested in accordance with the methods described in section 13, specimens taken

from the gypsum plaster boards shall carry not less than the following loads:

Board thick- ness (inches)

Load

Knife-edges

across fiber

of surfac- ing

Knife-edges

parallel to

fiber of surfacing

MeH

Pounds

40

3530

Pounds

20

17

14

(b) With loads equal to or less than those specified

in paragraph (a) there shall be no breaking of the bond between the surfacing and the core.

(c) Gypsum plaster boards that are one-half inch

(12.7 mm) thick, or those that are not reinforced on

the surfaces with a covering made from fibrous material, when tested as described in paragraph (a), shall carrv an ultimate center load of not less than

20 pounds (9.07 kg).

7. The surfaces shall be such that they will readily

receive and retain gypsum plaster. The edges and

ends shall be reasonably straight and solid. The

corners shall be square with a permissible variation

of one-fourth inch (6 mm) in the full width of the

plaster boards. Gypsum plaster boards shall be

free from cracks and imperfections that will render them unfit for use. Note.—Gypsum plaster boards that have their corners blurred or broken shall be considered acceptable, provided that the broken

portion is not more than lh inches (38 mm) in length. (See A. S. T. M. serial designation C36, sections 8 to 13, inclusive (given above), for requisites for "sampling," "packing and marking," "inspection,"

"rejection," "rehearing," and "methods of testing.") Federal Specifications Board specification No.

284, United States Government master specification

for gypsum wall board, March 28, 1925. This specification has the same essential require- ments as that of the American Society for Testing

Materials, serial designation C36 (given above)

with the following variations: TYPES

I. This specification covers two types of gypsum

wall board: A, boards with square edges, designed

for butted joints; B, boards with rounded edges,

designed for filled joints.

MATERIAL AND WORKMANSHIP

Type A boards are 4 feet wide; type B boards are 3 feet 11% inches wide. GENERAL REQUIREMENTS

Weight.—Gypsum wall board shall weigh not less than 1,500 pounds nor more than 2,000 pounds per

1,000 square feet. METHOD OF INSPECTION AND TEST

Sampling.—A strip 2 feet long by the width of the board shall be cut from one end of each of the 10 or more boards in the sample and forwarded to the

laboratory for test.

PACKING AND MARKING

Gypsum wall board shall be packed in such a way

as to be kept reasonably dry.

G37 psum wall board shall be stamped on each

board with the name of the manufacturer and the

brand, if any. Federal Specifications Board specification No.

285, United States Government master specification

for gypsum plaster board, March 28, 1925.

1. TYPE

One type of gypsum plaster board is covered by

this specification.

II. MATERIAL AND WORKMANSHIP

Gypsum plaster board consists of set gypsum

plaster, with or without fiber, reinforced on the

surfaces with sheets of fibrous material. The nominal dimensions of a gypsum plaster

board are 32 by 36 by %, inches. The surface of a gypsum plaster board shall be

such that it will readily receive and retain gypsum

plaster. The edges and ends shall be reasonably

straight and solid and the corners square. They

shall be free from cracks and imperfections which

would render them unfit for use. m. GENERAL REQUIREMENTS

1. DIMENSION TOLERANCES

(a) Thickness.—A tolerance of ±M6 inch is permissible.

(6) Width.—A tolerance of —}i inch is permissible.

(c) Length.—A tolerance of ±% inch is permissible.

2. WEIGHT Gypsum plaster board shall weigh not less than

1,500 pounds nor more than 2,000 pounds per 1,000 square feet.

3. STRENGTH When the load is applied through a knife-edge

parallel to the fibers of the surfacing material, the board shall withstand a pressure of at least 20 pounds;

when the knife-edge is at right angles to the fibers, the breaking load shall be at least 40 pounds.

4. BOND

With loads equal to or less than those specified

in Section III, 3, there shall be no breaking of the bond between the fibrous surfacing material and

the plaster core.

IV. METHOD OF INSPECTION AND TEST

See A. S. T. M. serial designation C36 (given

above.)

V. PACKING AND MARKING

Gypsum plaster board shall be packed in such a way as to be kept reasonably dry.

Gypsum plaster board shall be stamped on each

board with the name of the manufacturer and the

brand, if any.

VI. ADDITIONAL INFORMATION

Gypsum plaster boards one-fourth or one-half inch thick may be had for special purposes. The Gypsum Institute, gypsum plaster board,

specifications governing gypsum plaster board construction.

277
514.81 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Note.—The full text of these specifications includes four titles, as

follows: Title I. General uses. Title II. Specifications, materials composition.

Title III. Specifications, erection, (a) On wood framing, (6) on

metal supports.

Title IV. Advantages in the use of gypsum plaster board. (The materials composition specifications, given

under Title II, are as follows:)

1. Gypsum plaster boards shall consist either of sheets or slabs composed of one or more layers of hydrated calcined gypsum, with or without fiber, reinforced on the surfaces with a covering made

from pulp, news, or felt stock, or of sheets or slabs composed of an intimate mixture of hydrated cal- cined gypsum and fibrous binding material. DIMENSIONS

2. The thickness, length, and width of gypsum

plaster boards shall conform to the following:

(a) Thickness.—Gypsum plaster boards shall not

be less than % inch nor more than 1 inch thick, ex- cept that average thicknesses varying not more

than }{§ inch from the nominal thickness and local variations of }{§ inch in the thickness of the individ- ual boards are permissible. The thickness shall be

taken as the average measurements, taken to the

nearest %2 inch, at the center of the plaster board

and at points on the diagonals, 2 inches from each

of the four corners.

(6) Length and width.—The (nominal) width of gypsum plaster board shall be 32 inches, and the nominal length 24, 36, or 48 inches. STRENGTH

3. The required strength of gypsum plaster

boards shall be determined by tests which will be conducted as follows:

(a) Specimens for strength tests shall be 12 inches wide and approximately 22 inches long, and when

tested shall be supported on parallel knife-edge

bearings spaced 20 inches apart, and shall be loaded through similar bearings placed 8 inches from either support.

(6) When tested as described, specimens taken

from the g)'psum plaster boards shall carry not less than the following loads:

Board thickness (inch)

Knife-edges

Across

fiber of surfacing

ParaUel

to fiber of surfacing

9i— - Pounds

40

3530

Pounds

20

17

14

5/is H-

(c) With loads equal to or less than those specified

under section 3 (6) there shall be no breaking of the bond between the surfacing and the core.

(d) Gypsum plaster boards which are of a

thickness greater than three-eighths inch, or which

are not reinforced on the surfaces with a covering

made from pulp, news, or felt stock, shall conform

to all of the strength requirements of these specifica- tions for a gypsum plaster board three-eighths inch

in thickness. (For requirements under headings "finish,"

"sampling, " "packing and marking, " "inspection, " "rejection," and "rehearing," see A. S. T. M.

specification C37 (given above).)

514.62. Gypsum Tiles and Blocks.

American Society for Testing Materials, standard

specifications for gypsum partition tile or block,

serial designation C52-27, 1927.

1. Gypsum partition tile or block is a building

unit used for nonbearing construction in the interior

of buildings. Note.—The words "tile" and "block" are synonymous and are used so as to be in accord with certain freight association nomenclature.

2. (a) It is also used as a protection for columns,

elevator shafts, etc., against fire. (b) Gypsum cored tile, 3 or 4 inches in thickness,

may be split and used for furring purposes. MANUFACTURE

3. Gypsum tile consists of gypsum with or with- out an aggregate.

DIMENSIONS AND PERMISSIBLE VARIATIONS

4. Gypsum partition tile shall be rectangular in shape, with straight and square edges and true

surfaces. They may also be of special shape,

provided the requirements as otherwise mentioned

herein are met. They may be solid or cored and

shall preferably be 12 by 30 inches in face dimensions.

5. (a) The core spaces shall be symmetrically

spaced.

(6) Shell thickness.—The minimum cross-sectional

shell dimensions of gypsum partition tile with

circular, elliptical, or rectangular core spaces shall conform to the following:

Thickness of tile or block (inches)

Side or edge shell thickness

Circular

core

Elliptical or rectan- gular core

2ii '.. Inch H

H

%7A

Inches Me me

'He

13At

34....

56

8

In tile or block having circular cores the sum of the widths of the two side shells plus the width of the

center vertical web shall not be less than 2 inches

in the case of 6-inch tile and not less that 2J4 inches

in the case of 8-inch tile. In tile or block having elliptical or rectangular

cores the sum of the widths of the two side shells plus the width of the center vertical web shall be not

less than 2% inches in the case of 6-inch tile and not

less than 3)4 inches in the case of 8-inch tile. 6. (a) Gypsum tile may be of any convenient

length and height, but in general they shall not

exceed 30 inches in length and 12 inches in height.

The thickness shall be uniform throughout and

within the limits specified in paragraph (b)

.

(b) Thickness.—Gypsum tile or block shall con- form to the specified thicknesses with the following

permissible variations

:

Nominal size of tile Minimum Maximum

or block (inches) thickness thickness

Inches Inches 1H (furring) 1% m 2 (furring) m 2'A

2 2 2H

1Yi 2% 2M

3 — 3J4

4 m 6 m 6 6H

8 m m

278
STONE, SAND, AND CEMENTITIO US MATERIALS 514.62

(c) "Dimension determinations.—Over-all dimensions shall be measured from opposite face to opposite face of the tile or,block, the greatest measurement

observed being taken as the dimension.

Sectional dimensions of cored tile shall be taken

1 inch in from the ends of the tile or block, the least measurement observed being taken as the dimension.

Shell dimensions shall be measured from the

surface of the core space to the normal surface of the

tile or block inside the scoring.

(d) Dimension tolerances.—A variation of one- fourth inch in the nominal width and three-eighths inch in the nominal length of the tile or block is permissible.

(e) Scoring.—The scoring upon gypsum tile or block shall be of such a jnature as not to materially reduce the shell thickness. PHYSICAL PROPERTIES AND TESTS

7. (a) When tested in accordance with the methods

described in section 14, the compressive strength

of gypsum tile or block shall be not less than 75

lbs. /in.2 for the average of five specimens tested.

(i>) When completely saturated the compressive

strength shall be not less than 33H per cent of the strength required for such tile or block when dried

to constant weight.

(c) When tested in accordance with section 16 the rate of absorption of gypsum tile or block shall be not less than 8 cc nor more than 30 cc for the first minute, nor less than 4 cc for each of the next five subsequent minutes.

8. In locations where fire resistance is an essential property gypsum tile or block shall meet the re- quirements of the specifications for fire tests of building construction and materials, (serial designation CI 9) of the American Societv for Testing

Materials (See 1928 book of A. S. T. M. tentative standards) as they apply for the construction in which the tile are used. SAMPLING

9. At least 1 per cent of the number of gypsum

tile or block in a shipment, but in no case less than

10 tile, shall be so selected as to be representative of the shipment. Twenty-five per cent of such selected

tile, but in no case less than 10 individual tile, shall constitute a sample for test purposes. In case a shipment consists of more than one car or carrier load a sample shall be selected from each car or

carrier. Samples for test shall be selected at the

factory or at the point of delivery, as specified in the sales contract. MARKING

10. When gypsum tile or block are shipped for

resale the manufacturer's "brand" name shall be shown upon each tile. INSPECTION AND REJECTION

11. Inspection may be made either at the point

of shipment or at the point of delivery. The

inspector representing the purchaser shall have free access to the carriers being loaded for shipment to the purchaser. He shall be afforded all reasonable

facilities for inspection and sampling, which shall be so conducted as not to interfere unnecessarily

with the loading of the carriers.

12. Any rejection shall be based upon failure to conform to the requirements of these specifications

and shall be reported within 10 working days from

the receipt of the shipment by the consignee. The

notice of rejection shall contain a specific statement

of the respects in which the tile or block have failed to meet the requirements of these specifications.

13. Claims for rehearing shall be valid only if made within 20 working days from receipt of notice

of specific cause for rejection.

METHODS OF TESTING

COMPRESSIVE STRENGTH OF GYPSUM PARTITION THE OR BLOCK

14. (a) Not less than 10 full-size gypsum tile specimens shall be used.

(b) The test specimens shall be dried to constant weight at a temperature not exceeding 110° F.

(43° C.) until two successive weighings of the same

specimen do not show a variation in excess of 0.5 per cent. At the option of the manufacturer or purchaser, strength tests may be conducted on

samples that are dried at room temperature. However, in cases of controversy all test samples shall be dried to constant weight as herein prescribed.

(c) The tile or block shall be tested in the position

in which they are designed to be used and shall be

bedded on and capped with a felt gasket not less than one-eighth inch nor more than one-fourth inch

in thickness. At the option of the manufacturer

or purchaser, or in cases of controversy, the test samples may be suitably bedded and capped with

neat gypsum mortar or the bearing surfaces of the

tile may be planed or rubbed smooth and true. When neat gypsum mortar is used for bedding and

capping the test may be conducted after the mortar

has set but not sooner than one hour after the sample has been capped.

(d) The loading head shall completely cover the bearing area of the tile and the applied load shall be

transmitted through a spherical bearing block of pro- per design. The speed of the moving head of the test- ing machine shall not be more than 0.05 inch per minute. TRANSVERSE STRENGTH OF GYPSUM PARTITION TILE OR BLOCK

15. (a) Not less than 10 full-size gypsum tile specimens shall be used.

(i>) The test specimens shall be dried to constant weight as prescribed for the determination of the compressive strength.

(c) The tile or block shall be supported on its face

(flat) on fixed parallel bearings spaced 24 inches

(600 mm) on centers, and shall be loaded through a

similar bearing midway between the supports. All bearing and load surfaces shall be true, shall engage

the full width of the test specimen, and shall be rounded to a radius of one-half inch (12.7 mm).

(d) The speed of the moving head of the testing

machine shall not be more than 0.05 inch per minute.

The modulus of rupture shall be calculated in pounds

per square inch from the formula:

3 vol Modulus of rupture= 2^"2 where

1 = distance between supports in inches b= breadth (widch) of tile in inches d= thickness of tile in inches w=load in pounds at failure of test specimen.

ABSORPTION OF GYPSUM PARTITION THE OR

BLOCK

16. (a) The absorption shall be determined upon

a test specimen of partition tile or block consisting

of approximately one-half of a full-size tile.

(6) The test specimen shall be dried to constant weight as prescribed for the determination of the compressive strength.

(c) The dried test specimen shall be submerged in water until a constant saturated weight is attained,

but in no event for a period of less than two hours,

100925°—30 19 279
514.62 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

the water temperature being maintained at between

70° and 80° F. (21° and 27° C). The test specimen

shall be removed, the surface wiped off with a damp

cloth and the specimen weighed immediately. The

percentage of absorption shall be calculated on the dry weight from the formula:

Percentage of absorption—

where

A=weight of dry test specimen

B = weight of saturated test specimen.

(d) The rate of absorption shall be determined by

sealing upon the face of the test specimen, which

shall first be dried to constant weight as prescribed

for determination of the compressive strength, a

glass tube V/i inches in diameter and 12 inches in length, graduated in centimeters and located centrally over a core. Into this tube shall be poured

250 cc of water at a temperature of between 70° and

80° F. (21° and 27° C). The rate of absorption

shall be reported in cubic centimeters per minute.

The Gypsum Institute, gypsum partition tile, 1928. This publication includes A. S. T. M. standard

specifications for gypsum partition tile or block,

serial designation C52-27 (given above), and also specifications for the erection of gypsum partition

tile. (See 518.53, p. 420.) 514.63. Wall Plasters.

American Society for Testing Materials, tentative

specifications for Keene's cement, serial designation

C61-29T, 1929. Various manufacturers offer to the trade several grades of Keene's cement of different finenesses and

setting times. These specifications are applicable to the grades manufactured for use in the base and

finish coats of plastering. Grades intended for use

in Scagliola, castings, and other special purposes, should conform to the requirements of these specifi- cations in all respects except those for fineness and

time of set, which will vary according to the particular use for which the grade is designed.

1. Keene's cement is anhydrous calcined gypsum,

the set of which is accelerated by the addition of other materials. PROPERTIES

2. Keene's cement shall not set in less than one hour nor more than four hours.

3. The cement shall have a tensile strength of not

less than 450 lbs./in.2 (31.5 kg/cm2). 4. The cement shall all pass a No. 14 sieve, not

less than 98 per cent shall pass a No. 40 sieve, and

not less than 80 per cent shall pass a No. 100

sieve. (For sieve requirements, see 500.2, p. 1.)

5. The cement shall not show a combined water

content of more than 2 per cent. Requirements for items "Sampling," "Packing,

and Marking," and "Inspection and Rejection," are the same as for A. S. T. M. C23. (See 514.2, p. 263.) METHODS OF TESTING

, The chemical and physical properties of Keene's cement shall be determined in accordance with

A. S. T. M. C26 (see 514.0, p. 259), except that in the determinations of the time of setting and tensile strength, the consistency used shall be such that a 350 g modified Vicat needle (note) shall give a

penetration of 15 mm±2 mm 20 seconds after dropping and the measurement being made 20 minutes after the addition of the Keene's cement to the gaging water. Furthermore, in the determination of testing consistency, 0.1 per cent of commercial

retarder may be used.

Note.—In all essentials except the plunger the modified Vicat apparatus is the same as the Vicat apparatus described in A. S. T. M.

C26. In the modified apparatus the plunger is made of aluminum

tubing. The end that penetrates the mix is three-fourths inch in diameter and \% inches in length, the stem is one-half inch in diameter and 6H inches in length. The amount of penetration is deter- mined by the drop of the plunger as read on the millimeter scale. The weight of the plunger may be varied by loading with shot. Contracting Plasterers' International Association, standard specification for lath and plaster work,

1923. Sand.—All sand to be clean, sharp sand free from

loam. Lime.—All lime to be fresh burned plasterers'

lump lime or standard plasterers' hydrated lime. Wood lath,.—All wood lath to be No. 1 grade lath

1J>4 inches wide.

Nails.—To be three-penny fine, 16-gage wire nails. Wire or metal lath.—All wire lath to be No. 18 gage

0.0475 three-eighth inch mesh painted wire lath, weighing 3.3 pounds per square yard, or No. 24 gage metal lath painted, weighing no less than 3.4 pounds

per square yard.

Stucco.—All stucco to be fresh. Hair to be well whipped cattle hair. Fiber to be long vegetable fiber, well whipped.

Portland cement.—To be a brand that shall meet

the requirements of the standard specifications for Portland cement of the American Society for Testing Materials as revised to date by said society.

(See A. S. T. M. C9, 516.11, p. 287.) Hard plaster.—To be an approved brand of one of the following types: A, Straight gypsum plaster; B, Gypsum and lime mixture type; C, Dark gypsum

plaster.

Metal corner beads.—To be properly galvanized.

Lathing.—All wood lath to be nailed to each stud,

joist, or bearing, with joints broken, not over seven

lath to a break, no diagonal nor vertical lathing

allowed, a full three-eighth inch key to be left for lime and mortar and not less than a full one-fourth

inch for hard plaster.

Lime mortar.—To be composed of clean, coarse sand, fresh lump lime, and hair or fiber in proper

proportions and to be well slaked and protected.

Putty.—Fresh-burned lump lime to be run off in a tight putty box, thoroughly slaked and screened through a fine putty screen. Hydrated lime, when

used, to be soaked with water in a tight box for not

less than 24 hours. Hard finish.—To be composed of cold lime putty,

plaster of Paris, and sand, to be well troweled to a

smooth, even surface, free from blisters, checks, and

other imperfections.

Sand finish.—All float sand finish to be composed

of lime putty and sand to be water floated with a

float to an even granular or sand surface. Scratch coat.—All scratch coating to be well laid on and surface covered with a full coat which is to be

well scratched, to be well undercut for the brown

coat, all lime mortar scratch coating to be dry before applying the brown coat. Brown coat.—All brown coating to be well applied,

allowing only sufficient space for the finish coat, brown coat to be rodded and screeded with all angles

straight and true, all hard plaster and patent stuccos

to be mixed in accordance with the directions of the manufacturer, and no hard mortar to be floated with

water, nor shall any "dead" material be retempered

or used. Wire or metal lath.—Shall be lapped at each joint or seam and shall be stapled every 6 inches with blued

or galvanized staples.

Band iron furring.—As specified, to be Yi, %, or

1 inch crimped and painted band iron of No. 22 gage metal, such furring to be stapled to bearing

and the wire or metal lath to be applied and stapled over such band iron furring.

280
STONE, SAND, AND CEMENTITIOUS MATERIALS 516.0

Suspended ceilings.—To be constructed of V/i or 2 inch flat bar angles, tees, or channels, as may be

called for; such principals shall be spaced not more

than 4 feet inch on centers hung with flat bar or %-inch mild steel rod hangers, 4 feet inch on centers, securely fastened with approved clips to the structural framing, or through the floor construction; in the event these hangers go through the floor construction they shall be provided with a 6-inch channel or

flat bar anchor; no hanger shall be attached to or supported from the bottom flange of a tile arch. The flat bar, angle, tee, or channel runners shall be

cross furred with %-inch steel chanels 12 inches on

centers, with approved mild steel rod clips, or a

double tie of not less than 14 gage annealed galva- nized wire. The entire construction to be lathed with No. 18 gage wire lath or No. 24 gage metal lath of the quality and weight heretofore called for. Such

lath to be placed with lapped joints and tied to cross furring every 6 inches with soft annealed No. 18 gage galvanized tie wire; all hangers, principals,

and cross furrings to be coated with paint.

Furring.—All false beam or cornice furring to be

constructed of %-inch channel or 1-inch flat bar

brackets not over 2 feet inch apart, lined out with

intermediate furring supports and anchored or toggle bolted into the construction to be made to conform

to the design so as to allow for a minimum of plaster, such brackets to be covered with 18-gage wire or 24-gage metal painted lath secured with 18-gage

galvanized wire, such furring to conform to the latest and best practice as to durability of construction. Cornice work.—All molded beams and cornices

will be screeded and run in place with molds, with

true lines, and accurate miters. Ornamental work.—All patterns to be turned out by skilled mechanics with true and accurate lines. All models for ornamental work shall be satisfactory

to the architect.

Casts.—All casts to be well made, the contractor to supply a sufficient number to meet the requirements

of the job; all casts to be made in line, well and truly

undercut and free from warps and other irregularities

supplying all necessary shrinkers and stretchers. Stucco or roughcasting.—Where called for, lath the exterior with No. 18 gage galvanized wire lath, or No. 24 gage metal lath, galvanized after expansion,

of the quality and weights herein called for, direct to the wood construction, or if called for, over

one-half, three-fourths or 1 inch crimped band iron

furring, stapled with blued or galvanized staples every 6 inches to the stud, joist, or bearings. Scratch coat.—With mortar composed of 2 volumes

of clean, coarse sand and 1 volume of Portland cement; to this mixture add hair or fiber; where

lime is called for add not more than 5 per cent. Apply a scratch coat, thoroughly scratched and

undercut, when this coat has set. Brown coat with mortar composed of 3 volumes of

clean, coarse sand and 1 volume of Portland cement,

rod and straighten all surfaces; and when the brown

coat has "set" roughcast with mortar compound

of 2 volumes of Portland cement and 3 volumes of sharp sand, pebbles, or other aggregate specified,

dashed on the surface with a scoop or paddle to an

even artistic surface. Cement stucco—On tile and brick.—Brush all masonry surfaces and coat with a scratch coat composed of 2 volumes of clean, coarse sand and 1 volume of Portland cement, scratched, when this coat has "set." Brown coat with mortar composed of 3 volumes of

clean, coarse sand and 1 volume of Portland cement,

rod, straighten, and float to a uniform granular

surface. Where third or finish coat is called for brown coat is to be scratched with wire scratcher.

Concrete walls and columns.—All work on concrete walls and columns shall have such concrete

well brushed with steel brushes and such concrete

shall then be covered with a light bond coat of cement as a bonding coat for the finish coat. Concrete ceilings.—Shall be first washed with a

solution of muriatic acid and water, such ceilings

shall then be plastered as above.

Painted walls.—Walls that are to be coated with

asphaltum waterproofing compounds should first be scratch coated, then browned or finished. Patching of plaster.—All patching of plaster

damaged by mechanics shall be paid for. Scaffold.—The contractor shall supply all neces- sary tools, scaffold, and other appliances necessary

to fulfill the requirements of the job; all scaffold- ing to be erected and maintained in accordance

with laws of the State relating to scaffolds. (The association also has a supplement to the above specification, containing recommended practice with regard to plaster measurements, selection

of lath and grounds for various classes of work.)

515. MAGNESITE

(No nationally recognized specifications available.)

516. CEMENT AND CONCRETE

516.0 GENERAL ITEMS.

American Association of State Highway Officials, standard specifications for highway bridges and

incidental structures, 1928. WATER FOR USE WITH CEMENT

Water for use with cement in mortar or concrete shall be subject to the approval of the engineer.

It shall not be salt or brackish, and shall be reason- ably clear and free from oil, acid, injurious alkali, or vegetable matter. When required by the engineer, the quality of the mixing water shall be determined by the "tests

for quality of water to be used in concrete" as provided in the United States Department of Agriculture Bulletin 1216, see page 287. In sampling water for testing, care shall be taken

that the containers are clean and that the samples

are representative.

When comparative tests are made with a water of known satisfactory quality, any indication of unsoundness, marked change in time of setting, or a

reduction of more than 10 per cent in mortar strength

shall be sufficient cause for rejection of the water

under test. American Concrete Institute, standard specifica- tion of measurement of and estimating concrete, and standard methods for the measurement of concrete work, serial designation C-5A-26, 1926. (The above specification and standard method

gives separate modes of measurement for the fol- lowing divisions of construction work:)

1. Plain and reinforced structural concrete.

2. Sidewalks and driveways.

3. Structural precast concrete.

4. Cast ornamental concrete.

5. Roads and pavements.

American Concrete Institute, tentative building

regulations for reinforced concrete, serial designation E-1A-28T, 1928. (These regulations have been adopted by the above organization for use as part of a general

building code, to cover the use of reinforced concrete in any structure to be erected under the provisions of the code, to provide for the proper design

and construction of structures of this material.)

281
516.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

American Concrete Institute, standard definitions, serial designation G-4A-23, 1923. (The institute has adopted 135 definitions of terms related to concrete and its uses.) American Society for Testing Materials, standard

method of making and storing specimens of concrete in the field, serial designation C31-27, 1927.

1. This method is intended to apply to the molding and storing of test specimens of concrete sampled

from concrete being used in construction.

2. The test specimens shall be cylindrical in form

with the length twice the diameter. The standard

shall be 6 by 12 inches cylinders where the coarse aggregate docs not exceed 2 inches in size; for aggregates larger than 2 inches, 8 by 16 inch cylinders

shall be used; 2 by 4 inch cylinders may be used for mixtures without coarse aggregate.

3. (a) The molds shall be cylindrical in form,

made of nonabsorbent material, and shall be substantial enough to hold their form during the moldwork. All the concrete for each sample shall be

taken from one place. A sufficient number of samples—each large enough to make one test specimen—shall be taken at different points so that the test specimens made from them will give a fair average of the concrete placed in that portion of the structure selected for tests. The location from

which each sample is taken shall be noted clearly for future reference.

(6) In securing samples, the concrete shall be

taken from the mass by a shovel or similar implement

and placed in a large pail or other receptacle, for transporting to the place of molding. Care shall be taken to see that each test specimen represents

the total mixture of the concrete from a given place. Different samples shall not be mixed together, but

each sample shall make one specimen.

5. (a) The pails or other receptacles containing

the samples of concrete shall be taken as quickly as

possible to the place selected for molding test

9 ^ Bolt

Side View.

Figure 96.-

Top V7e«

Stock 6$0. D. Cold- Drawn Seam/ess Steet Tubing; y§ "Walls. Make Narrow Slitalong one

Element. May also Use 6'Sfeel Water-Pipe, Machined Inside. Slit along one Element,

so that when Closed will give 6 "Inside. Diameter. -Cement mold

ing of the test specimens. They shall not vary in diameter more than }{& inch in any direction, nor

shall they vary in height more than }{& inch from the height required. They shall be substantially watertight so that there will be no leakage of water from

the test specimen during molding.

Note.—The best type of mold consists of lengths of cold-drawn

steel tubing, split along one element and closed by means of a circumferential band and bolt. Satisfactory molds can be made from lengths

of steel water pipe machined on the inside, from rolled metal plates, from galvanized steel, machined iron, or steel castings. Paraffined cardboard molds will give good results under expert supervision.

(6) Each mold shall be provided with a base plate

having a plane surface and made of nonabsorbent

material. This plate shall be large enough in diameter to properly support the mold without

leakage. Plate glass or planed metal is satisfac- tory for this purpose. A similar plate should be

provided for covering the top surface of the test specimen when molded.

(c) Suggestions for suitable molds are shown in Figures 96, 97 and 98.

4. (a) Concrete for the test specimens shall be

taken immediately after it has been placed in the

specimens. To offset segregation of the concrete occurring during transportation, each sample shall be dumped into a nonabsorbent water-tight receptacle and, after slight mixing, immediately placed in the mold.

(6) The test specimens shall be molded by placing the concrete in the mold in layers 3 to 4 inches in thickness. Each layer shall be puddled with 25

strokes with a %-inch rod 24 inches in length,

bullet pointed at the lower end. After puddling the top layer, the surface concrete shall be struck off with a trowel and covered with the top cover plate

which may later be used in capping the test specimen.

6. Two to four hours after molding, the test specimens shall be capped with a thin layer of

stiff neat-cement paste in order that the cylinder

may present a smooth end for testing. The cap

shall be formed by means of a piece of plate glass one-fourth inch in thickness or a machined metal

plate one-half inch in thickness and of a diameter 2

or 3 inches larger than that of the mold. The plate

shall be worked on the fresh cement paste until it rests on top of the mold. The cement for capping

282
STONE, SAND, AND CEMENTITIOUS MATERIALS 516.0

should be mixed to a stiff paste two to four hours 8. (a) The test specimens shall remain buried in before it is to be used in order to avoid the tendency damp sand until 10 days prior to the date of test, of the cao to shrink. Adhesion of the concrete to They shall then be well packed in damp sand or

Side View

Figure 97.Cement mold

the top and bottom plates may be avoided by oiling the plates or by inserting a sheet of paraffined paper.

7. At the end of 48 hours the test specimens

wet shavings and shipped to the testing laboratory,

where they shall be stored either in a moist room or

in damp sand until the date of test.

or 'Laced with Wire

Staples, Top View.

Material

No. 20 Cage

Galvanized

Steel or ^ . Wa*edBoanf.

Side View,

Figure 98.Cement mold

shall be removed from the molds and buried in damp sand except in case the molds shown in Figure 98 are used, when they may be buried in damp sand without removal of the mold, thus per- mitting shipping in the molds.(b) Should a 7-day test be required, the test specimens shall remain at the work as long as

possible to harden and then shall be shipped so as to

arrive at the laboratory in time for test on the

required date. 283
516.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

(c) Test specimens shall be protected from drying

after removal from damp storage and before testing.

American Society for Testing Materials, standard methods of making compression tests of concrete,

serial designation C39-27, 1927.

1. These methods are intended to cover compression tests of concrete made in a laboratory where

accurate control of quantities of materials and test conditions is possible. They are designed to apply

primarily to hand-mixed concrete compression

specimens, but may be used with slight modification

in making tests of concrete for wearing resistance,

bond between concrete and steel, impermeability,

etc. The investigation of machine-mixed concrete

will require certain obvious changes in the methods. For methods of conducting compression tests of concrete specimens made during the progress of construction work, see A. S. T. M. C31 (given

above)

.

2. Materials shall be brought to room temperature

(18° to 24° C, 65° to 75° F.) before beginning the

tests. Cement shall be stored in a dry place,

preferably in covered metal cans. The cement shall be thoroughly mixed in advance, in order that the sample may be uniform throughout the tests. It shall be sieved through a No. 16 (1,190 micron)

sieve and all lumps rejected. Aggregates shall be

in a room-dry condition when used in concrete

tests. In general, aggregates should be separated on the No. 4 (4,760 micron), %-inch and 1% inch

sieves and recombined to the average original sieve analysis for each batch. Fine aggregate

should be separated into different sizes also, in cases where unusual gradings are being studied.

[ 3. Representative samples of all concrete materials

shall be secured for preliminary tests prior to the proportioning and mixing of the concrete. Cement

test samples may be made up of a small quantity

from each sack used in the concrete tests. Test samples of aggregates may be taken from larger lots by quartering.

4. Cement shall be tested in accordance with the methods described in A. S. T. M. C9. (See 516.11,

p. 294.)

| 5. Fine aggregates (passing through a No. 4

(4,760 micron) sieve) shall be subjected, when

required, to the following tests:

(a) Sieve analysis test made in accordance with

A. S. T. M. C41. (See 512.10, p. 213.)

(b) Test for organic impurities made in accordance

with A. S. T. M. C40. (See 512.10, p. 213.)

(c) Test for quantity of silt, clay, and dust made

in accordance with A. S. T. M. D136. (See 512.13,

p. 240.)

(d) Test for unit weight made in accordance with

A. S. T. M. C29. (See 512.10, p. 212.)

(e) Strength test of 1:3 mortar by weight at 7 and 28 days in comparison with standard sand mortar in accordance with A. S. T. M. C9, page 294.

6. Coarse aggregates (retained on a No. 4 (4,760

micron) sieve) shall be subjected when required to the following tests:

(a) Sieve analysis test as specified in section 5 (a).

(6) Test for quantity of silt, clay, and dust made

in accordance with A. S. T. M. D72. (See 512.11,

p. 218.)

(c) Test for unit weight as specified in section 6 (d).

7. The unit weight of mixed fine and coarse aggregates as used in concrete tests shall be deter- mined in accordance with the method specified in section 5 (d).

8. The quantities of each size of aggregate to be

used in each batch shall be determined on the basis

of the sieve analysis and the unit weight of the mixed

aggregate. The exact quantities of cement and of each size of aggregate for each batch shall be deter- mined by weight. The quantity of water for each

batch shall be accurately measured. The quantities

of materials may be expressed as (a) 1 volume of cement to ... . volumes of total aggregate mixed as

used, or (6) 1 volume of cement, .... volumes of

fine aggregate, and .... volumes of coarse aggregate, or (c) 1 part by weight of cement, .... parts by

weight of fine aggregate, and .... parts by weight of coarse aggregate.

Note.—It is impracticable to give a general method for proportioning concrete for experimental purposes; the details will necessarily vary widely with the purpose for which the tests are made. The

following procedure is suggested for specific cases:

(a) Vary the cement content by 10 per cent intervals above and

below assumed quantity.

(6) Vary the proportions of fine to coarse aggregate, measured

separately, at intervals of 10 per cent.

(c) Vary the quantity of mixing water by intervals of 10 per cent.

9. Compression tests of concrete shall be made on

cylinders of diameter equal to one-half the length.

The standard shall be 6 by 12 inch cylinders where

the coarse aggregate does not exceed 2 inches in size; for aggregates larger than 2 inches, 8 by 16 inch

cylinders shall be used; 2 by 4 inch cylinders may be

used for mixtures without coarse aggregate.

10. (a) Concrete shall be mixed by hand in batches of such size as to leave a small quantity of concrete after molding a single test specimen. The

batch shall preferably be mixed in a shallow metal

pan with a 10-inch bricklayer's trowel which has been blunted by cutting off about 2}i inches of the

point, as follows:

(b) The cement and fine aggregate shall be mixed

dry until the mixture is homogeneous in color.

(c) The coarse aggregate shall be added and mixed

dry.

(rf) Sufficient water shall be added to produce

concrete of the required workability.

Note.—Concrete tests should be made on plastic mixtures. It is of the utmost importance that a uniform degree of workability be

secured in tests involving comparisons of different materials and

methods.

(c) The mass shall be mixed thoroughly until the

resulting concrete is homogeneous in appearance.

11. The workability or plasticity of each batch of concrete shall be measured immediately after mixing

by one of the following methods:

(a) Slump test made in accordance with A. S. T. M. D138. (See p. 286.)

(b) Flow test made by placing a metal mold in the shape of a frustum of a cone 6% inches in top diameter, 10 inches in bottom diameter, 5 inches in depth, on the table of the flow apparatus. The fresh concrete shall be placed in the mold in two layers. Each

layer shall be puddled as described in section 13. Immediately after molding, the surplus concrete

shall be struck off with a trowel and the mold shall be removed by a steady upward pull; the table

raised one-half inch and dropped 15 times in about

10 seconds by means of a suitable cam and crank. The spread of the fresh concrete, due to this treat- ment expressed as a percentage of the original bot- tom diameter of the cone is the "flow."

12. The molds shall preferably be of metal. Each

mold shall be provided with a machined metal base

plate, and shall be oiled with a heavy mineral oil before using. Particular care shall be taken to obtain

tight molds so that the mixing water will not escape

during molding. j Note—The best type of mold consists of lengths of cold-drawn

steel tubing, split along one element and closed by means of a circumferential band and bolt. Satisfactory molds can be made from lengths

of steel water pipe machined on the inside, from rolled metal plates, from galvanized steel, machined iron or steel castings. Paraffined cardboard molds will give good results under expert supervision. 13. Concrete test specimens shall be molded by

placing the fresh concrete in the mold in layers 3

to 4 inches in thickness. Each layer shall be puddled

with 25 strokes with a %-inch rod 24 inches in length

bullet-pointed at the lower end. After the top layer has been puddled the surplus concrete shall be

284
STONE, SAND, AND CEMENTITIOUS MATERIALS 516.0

struck off with a trowel and the mold covered with

a piece of plate glass at least one-fourth inch in thick- ness or a machined metal plate which will be used

later in capping the test specimen.

14. Two to four hours after molding the test specimens shall be capped with a thin layer of stiff neat-cement paste in order that the cylinder may

present a smooth end for testing. The cap shall be formed by means of a piece of plate glass onefourth inch in thickness or a machined metal plate one-half inch in thickness and of a diameter 2 or 3 inches larger than that of the mold. The plate shall be worked on the fresh cement paste until it rests on top of the mold. The cement for capping should be mixed to a stiff paste two to four hours before it is to be used in order to avoid the tendency of the cap to shrink. Adhesion of the concrete to the top

and bottom plates may be avoided by oiling the

plates or by inserting a sheet of paraffined paper.

15. Concrete test specimens shall be removed from

the molds 20 to 48 hours after molding, marked,

weighed, and stored in damp sand, under damp

cloths, or in a moist chamber until the date of test. The temperature of the curing room should not fall outside the range of 18° to 24° C. (60° to 75° F.) 16. Tests shall be made at the age of 7 and 28

days; ages of 3 months and 1 year are recommended

if longer-time tests are required.

17. Three to five test specimens should be made on

different days in investigations in which accurate comparisons are desired.

18. Compression tests shall be made immediately

upon removal of the concrete test specimens from the

curing room; that is, the test specimens shall be

loaded in a damp condition. The length and average diameter of the test specimen shall be measured in inches and hundredths; two diameters shall be

measured at right angles near the mid length. The

test specimen shall be weighed immediately before

testing.

19. In general, only the ultimate compressive

strength of the cylinders need be observed. The

metal bearing plates of the testing machine shall be placed in contact with the ends of the test speci- men; cushioning materials shall not be used. An

adjustable bearing block shall be used to transmit

the load to the test specimen. The bearing block

shall be used on top of the specimen in vertical testing machines. The diameter of the bearing block shall be the same or slightly larger than that

of the test specimen. The supper or lower section

of the bearing block shall be kept in motion as the head of the testing machine is brought to a bearing on the test specimen.

20. The load shall be applied uniformly and with- out shock. The moving head of the testing machine

should travel at the rate of about 0.05 inch per minute

when the machine is running idle. 21. The total load indicated by the testing

machine at failure of the test specimen shall be

recorded and the unit compressive strength cal- culated in pounds per square inch, the area computed

from the average diameter of the cylinder being

used. The type of failure and appearance of the

concrete shall be noted.

22. The weight of the concrete, in pounds per

cubic foot, shall be determined from the weight of the specimens and their dimensions.

23. Density and yield of concrete when required

shall be calculated from the unit volumes of the

constituent materials and the volume of the fresh or

set concrete as desired. Density is here understood

to be the ratio of solids in the concrete to the total volume of the mass. Yield is the volume of concrete resulting from the volume of aggregate mixed

as used.

24. The report shall include the following:

(a) The kind and origin of concrete materials.

(b) Complete data on all tests of cement and aggregates.

(c) A description of methods of making and test- ing the concrete, where methods deviate from the proposed standards.

(d) The quantities of cement, aggregates, and

water in each batch.

(e) The method of measuring workability or

plasticity with "slump" or "flow" of concrete.

(J) The quantity of water expressed as a ratio to volume of cement.

"(g) The age at test.

(h) The size of test specimens.

{i) The date of molding and testing each cylinder.

(j) The compressive strength in pounds per square

inch of each test specimen and the average of tests

in a set.

(k) A description of failure and appearance of concrete on each test specimen.

(I) The unit weight, density, and yield of the

concrete. American Society for Testing Materials, standard

method of test for organic impurities in sands for concrete, serial designation C40-27, 1927.

(See 512.10, p. 213.) American Society for Testing Materials, standard

method of test for sieve analysis of aggregates for concrete, serial designation C41-24, 1924. (See 512.10, p. 213.) American Society for Testing Materials, standard

method of securing specimens of hardened concrete from the structure, serial designation C42-27,

1927.

1. These methods and precautions are intended

to apply to securing test specimens from hardened

concrete in the structure.

2. A specimen from hardened concrete to be

tested for strength shall not be taken until the

concrete has become hard enough so that the cutting

of the specimen will not disturb the bond between

the mortar and the coarse aggregate of the specimen.

3. The specimen from the structure can best be

secured by use of a core drill. For specimens taken

perpendicular to a horizontal surface, a drill using

chilled shot may be used; but when taken perpendicular to a vertical surface, a diamond drill should be used.

4. (a) The cord specimen taken shall be as

nearly as possible a cylinder whose length is twice

the diameter.

(6) In securing a specimen perpendicular to a

horizontal surface care shall be taken to secure, if possible, a specimen whose beds shall be parallel to the horizontal bed of the concrete as originally

placed.

(c) In securing a specimen perpendicular to a

vertical surface, or to a surface with a batter, care

shall be taken as to the place of securing the speci- men. The lower portion of any one unit of depositing in mass concrete is more dense than is the upper

portion of the unit, therefore a specimen shall be

taken from near the middle of such unit of deposit.

5. A specimen to be taken from hardened concrete which has been removed from a structure shall be cut out by a drill or shall be cut into a symmetrical test piece by tooling or by sawing. The method

of sawing can seldom be used to advantage in the

field. In selecting this test specimen care shall be

used to see that the concrete selected has not been

injured or shattered by the method of its removal

from the structure.

6. The specimen secured shall have ends, or

beds, as nearly as possible perpendicular to its axis, and, if the specimen has ends with uneven

surfaces, these ends shall be made to parallel plane

surfaces by capping with a thin layer of mortar

285
516.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

richer than the mortar of the specimen or with a mixture of cement and calcined gypsum (plaster

of Paris).

7. In case the dimensions of a specimen are

necessarily appreciably different from the recom- mended shape which requires a height twice the diameter, allowance for the ratio of height to diameter must be made in determining the strength.

When the height is more than twice the diameter

that is, when the ratio is greater than two—no

correction need be made. For other ratios, correc- tions shall be made as indicated in the following

Plan.

Figure 99.Cement mold

table. Values not given in the table shall be

determined by interpolation:

Ratio of height of cylinder to diameter -j

1.75—Multiply crushing strength by 0.98

1.50—Multiply crushing strength by .95. 1.25—Multiply crushing strength by .94. 1.10—Multiply crushing strength by .90. 1.00—Multiply crushing strength by .85. .75—Multiply crushing strength by .70. .50—Multiply crushing strength by .50.

8. The direction of the application of the load in the compression test shall be stated with reference to the direction of the compaction of the mass of concrete in the structure, and where it is practicable the compression load shall be applied in the same

direction. In order that the tests be made under

uniform conditions as to moisture content, the test specimens shall be completely submerged in water

for 48 hours and the compression test shall be made

immediately thereafter. American Society for Testing Materials, tentative

rules for inspection of concrete and reinforced concrete work, serial designation C44—22T, 1922.

(In these rules is contained information relative to the status, responsibilities, and duties of an inspec- tor of concrete work.)

American Society for Testing Materials, tentative method of test for consistency of Portland cement

concrete, serial designation D138-26T, 1926,

1. This test covers the method to be used both in the laboratory and in the field for determining consistency of concrete. Note.—This test is not considered applicable when there is a considerable amount of coarse aggregate over 2 inches in size in the concrete.

2. The test specimen shall be formed in a mold of No. 16 gage galvanized metal in the form of the

lateral surface of the frustum of a cone with the base 8 inches in diameter, the upper surface 4 inches

in diameter, and the altitude 12 inches. The base and the top shall be open and parallel to each other and at right angles to the axis of the cone. The

mold shall be provided with foot pieces and handles

as shown in Figure 99.

3. When the test is made at the mixer, the sample

shall be taken from the pile of concrete immediately

after the entire batch has been discharged. When

testing concrete that has been hauled from a central mixing plant, the sample shall be taken from the

concrete immediately after it has been dumped on

the subgrade.

4. The mold shall be placed on a flat, nonabsorbent surface, such as a smooth plank or a slab of concrete, and the operator shall hold the form firmly in place while it is being filled by standing on the foot

pieces. The mold shall be filled to about one- fourth of its height with the concrete, which shall then be puddled, using 25 strokes of a %-inch rod, 2

feet long, bullet pointed at the lower end. The

filling shall be completed in successive layers similar to the first and the top struck off so that the mold is exactly filled. The mold shall then be removed by

being raised vertically immediately after being filled. The molded concrete shall then be allowed to subside until quiescent and the height of the specimen

measured.

5. The consistency shall be recorded in terms of inches of subsidence of the specimen during the test, which shall be known as the slump.

Slump= 12—inches of height after subsidence. United States Department of Agriculture, Bulletin

1216, method of test for absorption of concrete,

1928.

1. Specimens for the absorption test shall be

apparently sound, solid pieces of concrete and shall not show cracks or fissures. The specimens shall be so marked as to permit the identity of each one

to be ascertained at any stage of the test.

2. Preparatory to the absorption test all speci- mens shall first be weighed and then dried in a

drier or oven at a temperature of not less than 110° C.

(230° F.) for not less than three hours. After removal from the drier, the specimens shall be

allowed to cool to a temperature of 20° to 25° C.

(68° to 77° F.) and reweighed. If the specimens were apparently dry when taken, and the second

weight closely checks the first, the specimens

shall be considered dry. If the specimens were known to be wet when taken, they shall be placed

in the drier for a further drying treatment of two

hours and reweighed. If the third weight checks

the second the specimens shall be considered dry. In case of any doubt the specimens must be redried

for 2-hour periods until check weights are obtained.

3. The balance used shall be sensitive to 0.05 g when loaded with 1 kg and weighings shall be read

at least to the nearest gram. When other than

metric weights are used the same order of accuracy must be obtained. In reweighing after immersion

the specimens shall be removed from the water, not allowed to drain more than one minute, the

superficial water removed by towel or blotting paper, and the specimens at once put upon the

balance.

4. Specimens after weighing shall be placed in a suitable receptacle, covered with distilled water

286
STONE, SAND, AND CEMENTITIOUS MATERIALS 516.11

or rain water, raised to the boiling point and boiled

for five hours, and then cooled in water to a final temperature of 10° to 15° C. (50° to 59° F.).

5. The test results shall be calculated as per- centages of the initial dry weight carried to the

nearest first decimal place. The results shall be

reported separately for each individual specimen,

together with the mean of the specimens comprising

the sample.

United States Department of Agriculture, Bulletin

1216, method of test for quality of water to be used

in concrete, 1928.

1. Acidity aiid alkalinity.—The acidity or alkalinity shall be determined with standard solutions

of one-tenth normal alkali or acid, respectively,

using not less than 200 cc of the water under

examination. Phenolphthalein or methyl orange

should be used as an indicator. Excessive acidity or alkalinity indicates the necessity for further

tests.

2. Total solids and inorganic matter.—Five hundred cubic centimeters of the water shall be evaporated to dryness in a weighed dish. For this purpose a platinum dish, of 100 to 200 cc capacity

is found most convenient. The dish shall be

nearly filled with the water and placed on a water

bath, additional portions of the sample of water

being added from time to time until 500 cc have

been used. The contents of the dish shall be evaporated to dryness, and the dish and contents

cooled in a desiccator and weighed. The weight

of the residue in grams divided by 5 is the percentage

of total solids in the water.

3. The total solids obtained as described may

consist of organic matter, of inorganic matter, or

of combinations of organic and inorganic matter. The platinum dish shall be ignited at low red heat,

and the darkening of the residue during the early

stage of the ignition usually indicates the presence

of organic matter. The percentage loss on ignition at low red heat will usually be an indicator of the amount of organic matter, but it should be noted

that some mineral salts tend to volatilize or partly decompose on heating.

4. The determination of the composition of the mineral matter in the water usually requires a complete chemical analysis of the total solids obtained by the evaporation of 500 cc or more of the water and is not generally undertaken except when

the percentage of total solids is large or the water

appears to give abnormal tests in other respects.

5. A comparison of the given water with distilled water can be obtained by making standard soundness, time of setting, and 1 : 3 mortar-strength

tests with standard sand, using the same cement of standard quality with each water. (Suggested

limits for the last-named tests are as follows: Any

indication of unsoundness, marked change in time

of setting, or a variation of more than 10 per cent

in strength from results obtained with mixtures

containing the water of satisfactory quality shall be sufficient cause for rejection of the water under

test.) 516.1. CEMENT.

516.11. Portland Cement.

American Association of State Highway Officials, standard specifications for highway bridges and

incidental structures, 1928. PORTLAND CEMENT

(This specification is the same as A. S. T. M. C9

(given below) as to quality, with the following provisions for sampling additional:)

Cement may be sampled either at the mill or at the site of the work as provided in the above specification. The seals of cars containing cement which

has been sampled shah not be broken except by

the engineer; otherwise additional samples shall be

taken from these cars. The contractor shall notify the engineer of dates

of delivery sufficiently in advance of such dates so that provision may be made for sampling the cement, either at the mill or upon delivery. If this

is not done or if additional tests are necessary, the

contractor may be required to rehandle the cement

in the storehouse for the purpose of obtaining

samples as directed. American Association of State Highway Officials, tentative standard specifications for highway

materials, 1927.PORTLAND CEMENT

(This specification is identical with A. S. T. M.

C9 (given below), sec. 1 to 15 inclusive.) American Railway Engineering Association, specifications for Portland cement, 1927. (Same as A. S. T. M. C9, see p. 294.) American Society for Testing Materials, standard

specifications and tests for Portland cement, serial designation C9-26, 1926. Approved as "American standard" by the American Engineering Standards Committee, now the American Standards Association.

1. Portland cement is the product obtained by

finely pulverizing clinker produced by calcining to incipient fusion an intimate and properly pro- portioned mixture of argillaceous and calcareous

materials, with no additions subsequent to calcina- tion excepting water and calcined or uncalcined

gypsum.

CHEMICAL PROPERTIES

2. The following limits shall not be exceeded:

Per cent Loss on ignition.. 4. 00 Insoluble residue .85 Sulphuric anhydride (S03) 2. 00 Magnesia (MgO).... 5.00 PHYSICAL PROPERTIES

3. The residue on a standard No. 200 sieve shall not exceed 22 per cent by weight.

4. A pat of neat cement shall remain firm and

hard, and show no signs of distortion, cracking,

checking, or disintegration in the steam test for soundness.

5. The cement shall not develop initial set in

less than 45 minutes when the Vicat needle is used

or 60 minutes when the Gillmore needle is used. Final set shall be attained within 10 hours.

6. The average tensile strength in pounds per square inch of not less than three standard mortar

briquets (see sec. 47) composed of 1 part of cement and 3 parts of standard sand, by weight, shall be

equal to or higher than the following:

Age at

test, daysStorage of briquets Tensile

strength

7

28

1 day in moist air, 6 days in water..

1 day in moist air, 27 days in water

Lbs./in.1 225

325

7. The average tensile strength of standard mortar

at 28 days shall be higher than the strength at 7

days.

PACKING, MARKING, AND STORAGE

8. The cement shall be delivered in packages as

specified with the brand and name of the manufacturer plainly marked thereon, unless shipped in

287
516.11 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

bulk. When shipped in bulk, this information

shall be contained in the shipping advices accompanying the shipment. A bag shall contain 94

pounds net. A barrel shall contain 376 pounds net. All packages shall be in good condition at the time

of inspection.

9. The cement shall be stored in such a manner

as to permit easy access for proper inspection and

identification of each shipment, and in a suitable weather-tight building which will protect the cement from dampness.

INSPECTION

10. Every facility shall be provided the purchaser

for careful sampling and inspection at either the

mill or at the site of the work, as may be specified

by the purchaser. At least 12 days from the time

of sampling shall be allowed for the completion of the 7-day test, and at least 33 days shall be allowed

for the completion of the 28-day test. The cement

shall be tested in accordance with the methods hereinafter prescribed. The 28-day test need not be

made if waived by the purchaser.

REJECTION

11. The cement may be rejected if it fails to meet any of the requirements of these specifications. 12 . Cement remaining in storage prior to shipment

for a period greater than six months after test shall be retested and shall be rejected if it fails to meet any of the requirements of these specifications.

13. Cement shall not be rejected on account of failure to meet the fineness requirement if upon

retest after drying at 100° C. for one hour it meets

this requirement.

14. Cement failing to meet the test for soundness

in steam may be accepted if it passes a retest using a new sample at any time within 28 days thereafter. The provisional acceptance of the cement at the mill

shall not deprive the purchaser of the right of rejec- tion on a retest of soundness and time of setting at the time of delivery of cement to the purchaser.

15. Packages varying more than 5 per cent from

the specified weight may be rejected; and if the average weight of packages in any shipment, as shown by weighing 50 packages taken at random, is less than that specified, the entire shipment may be

rejected.

TESTS

SAMPLING

16. Tests may be made on individual or composite

samples as may be ordered. Each test sample

should weigh at least 4 pounds.

17. (a) Individual sample.—If sampled in cars, one test sample shall be taken from each 50 barrels or fraction thereof. If sampled in bins one sample

shall represent each 200 barrels unless otherwise

specified by the purchaser.

(b) Composite sample.—If sampled in cars, one sample shall be taken from 1 sack in each 40 sacks

(or 1 barrel in each 10 barrels) and combined to form one test sample. If sampled in bins or ware- houses one test sample shall represent not more than

200 barrels unless otherwise specified by the purchaser.

18. Cement may be sampled at the mill by any of the following methods that may be practicable, as

specified:

(a) From the conveyor delivering to the bin.—At

least 4 pounds of cement shall be taken from approximately each 100 barrels passing over the conveyor. This may be secured by taking the entire test sample

at a single operation, known as the "grab method,"

or by combining several portions taken at regular

intervals, known as the "composite method."

(b) From filled bins by means of proper sampling

tubes.—Tubes inserted vertically may be used for sampling cement to a maximum depth of 10 feet. Tubes inserted horizontally may be used where the construction of the bin permits. Samples shall be taken from points well distributed over the face of the bin.

(c) From filled bins at points of discharge.—Suffi- cient cement shall be drawn from the discharge openings to obtain samples representative of the cement

contained in the bin, as determined by the appear- ance at the discharge openings of indicators placed on the surface of the cement directly above these openings before drawing of the cement is started.

19. The sampling shall be done by or under the

direction of a responsible representative of the

purchaser.

20. Samples preferably shall be shipped and stored

in moisture-proof, air-tight containers. Samples

shall be passed through a sieve having 20 meshes per

linear inch in order to thoroughly mix the sample,

break up lumps, and remove foreign materials. CHEMICAL ANALYSIS

IOSS ON IGNITION

21. One gram of cement shall be heated in a

weighed covered platinum crucible, of 20 to 25 cc

capacity, as follows, using either method (a) or (b) as specified:

Method (a).—The crucible shall be placed in a

hole in an asbestos board, clamped horizontally so that about three-fifths of the crucible projects below,

and blasted at a full red heat for 15 minutes with an

inclined flame; the loss in weight shall be checked

by a second blasting for 5 minutes. Care shall be

taken to wipe off particles of asbestos that may

adhere to the crucible when withdrawn from the hole

in the board. Greater neatness and shortening of the time of heating are secured by making a hole to

fit the crucible in a circular disk of sheet platinum

and placing this disk over a somewhat larger hole in an asbestos board. Method (b).—The crucible shall be placed in a

muffle at any temperature between 900° and 1,000° C.

for 15 minutes and the loss in weight shall be checked

by a second heating for 5 minutes.

22. A permissible variation of 0.25 will be allowed,

and all results in excess of the specified limit but

within this permissible variation shall be reported

as 4 per cent. INSOLUBLE RESIDUE

23. To a 1-g sample of cement shall be added 25

cc of water and 5 cc of concentrated hydrochloric

acid (sp. gr. 1.19). Material shall be ground with

the flattened end of a glass rod until it is evident

that the decomposition of the cement is complete.

The solution shall then be diluted to 50 cc and

digested on a steam bath for 15 minutes. The

residue shall be filtered, washed with cold water and the filter paper, and contents digested in about

30 cc of a 5 per cent solution of sodium carbonate, the liquid being held at a temperature just short of boiling for 15 minutes. The remaining residue

shall be filtered, washed with hot water, then with

a few drops of hot hydrochloric acid (1:9) and

finally with hot water, then ignited at a red heat

and weighed as the insoluble residue.

24. A permissible variation of 0.15 will be allowed and all results in excess of the specified limit, but

within this permissible variation shall be reported

as 0.85 per cent.SULPHURIC ANHYDRIDE

25. To a 1-g sample of cement shall be added 25

cc of water and 5 cc of concentrated hydrochloric

288
STONE, SAND, AND CEMENTITIOTJS MATERIALS 516.11

acid (sp. gr. 1.19). Material shall be ground with

the flattened end of a glass rod until it is evident

that decomposition of the cement is complete.

The solution shall be diluted to 50 cc and digested on a steam bath for 15 minutes, filtered, and the

residue washed thoroughly with hot water. The

solution shall be diluted to 250 cc, heated^to boiling,

and 10 cc of a hot 10 per cent solution of barium

chloride shall be added slowly drop by drop, from

a pipette and the boiling continued until the precipitate is well formed. The solution shall then be

digested on the steam bath at least three hours,

preferably overnight. The precipitate shall be fil- tered, washed, and the paper and contents placed

in a weighed platinum crucible and the paper slowly charred and consumed without flaming. The

barium sulphate shall then be ignited and weighed.

The weight obtained multiplied by 34.3 gives the percentage of sulphuric anhydride. The acid fil- trate obtained in the determination of the insol- uble residue may be used for the estimation of sulphuric anhydride instead of using a separate

sample.

26. A permissible variation of 0.10 will be allowed,

and all results in excess of the specified limit but

within this permissible variation shall be reported

as 2.00 per cent. MAGNESIA

27. To 0.5 g'of the cement in an evaporating dish

shall be added 10 cc of water to prevent lumping

and then 10 cc of concentrated hydrochloric acid

(sp. gr. 1.19). The material shall be ground with

the flattened end of a glass rod until attack is complete. The solution shall then be evaporated

to complete dryness on a steam or water bath. To hasten dehydration, the residue may be heated

to 150° C. or even 200° C. for one-half to one hour. The residue shall be treated with 10 cc of hydrochloric acid diluted with an equal amount of water. The dish shall be covered, and the solution digested

for 10 minutes on a steam bath or water bath. The solution shall be diluted to 75 cc, filtered into a beaker, and the separated silica washed thoroughly

with hot water (note 1). Five cubic centimeters

of concentrated hydrochloric acid and two drops

of methyl red indicator (0.2 per cent alcoholic

solution) shall be added to the filtrate (about 250

cc) (note 2). Notes.—1. Since this procedure does not involve the determination of silica, a second evaporation is unnecessary.

2. Manganese, if present, is distributed between the precipitates

of iron and alumina, calcium and magnesium. In the amounts

usually present in Portland cement, it may be neglected. If it is desired to determine the small amount of manganese that may be

present in the magnesium pyrophosphate, this may be done colori- metrically as described in the United States Geological Survey

Bulletin No. 700, p. 153. If present in larger amounts, manganese

should be precipitated with the iron and alumina, preferably by the persulphate method (United States Geological Survey Bulletin No.

700, p. 112). If this method is used, more aluminum passes into

solution than in the method above described. Dilute ammonium hydroxide shall be added drop

wise until the color of the solution changes to a

distinct yellow- The solution shall be boiled for one

or two minutes and filtered at once. The beaker

and precipitate shall be washed slightly with a hot

2 per cent solution of ammonium chloride (or ammonium nitrate). Setting aside the filtrate, the

precipitate shall be transferred by a jet of hot water to the precipitating vessel and dissolved in 10 cc of hot hydrochloric acid. The paper shall then be extracted with acid, the solution and

washings being added to the solution of the precipitate. The aluminum and iron shall then be

reprecipitated at boiling heat by ammonium

hydroxide as before in a volume of about 100 cc and

the second precipitate shall be collected and washed

with a hot 2 per cent solution of ammonium chloride

(or ammonium nitrate) on the filter used in the first instance, if this is still intact. To the combined

filtrates from the hydroxides of iron and aluminum,

reduced in volume if need be, 1 cc of ammonium

hydroxide shall be added, the solution brought to

boiling, 25 cc of a saturated solution of boiling

ammonium oxalate added, and the boiling continued

until the precipitated calcium oxalate has assumed a

well-defined granular form. The precipitate after one hour shall be filtered and washed, and the filtrate set aside. The filter shall be placed wet in a plati- num crucible, and the paper burned off over a small flame of a Bunsen burner; after ignition, it shall be

cautiously moistened with water, redissolved in hydrochloric acid, and the solution diluted to 100 cc; ammonia shall be added in slight excess, the liquid

boiled, and filtered if a precipitate appears. The

lime shall then be reprecipitated by ammonium

oxalate, allowed to stand till settled, filtered, and

washed. The combined filtrates from the calcium

precipitates shall be acidified with hydrochloric

acid, concentrated on the steam bath to about 150

cc and made slightly alkaline with ammonium

hydroxide, boiled and filtered (to remove a little iron and aluminum, and perhaps calcium). When

cool, the solution shall be acidified with hydrochloric

acid, 10 cc of saturated solution of sodium-ammonium-hydrogen phosphate added, and ammonia

drop by drop, with constant stirring. When the

crystalline ammonium-magnesium orthophosphate

has formed, 5 cc excess ammonia shall be added.

The solution shall be set aside for not less than four

hours, preferably overnight, in a cool place, filtered, and washed with water containing 2.5 per cent NH3.

The precipitate shall be dissolved in a small quantity

of hot hydrochloric acid, the solution diluted to about 100 cc, 1 cc of a saturated solution of sodiumammonium-hydrogen phosphate added, and ammonia drop by drop, with constant stirring, until the

precipitate is again formed as described and the ammonia is in moderate excess. The precipitate

shall then be allowed to stand about two hours,

filtered and washed as before. The paper and

contents shall be placed in a weighed platinum

crucible, the paper slowly charred, and the resulting

carbon carefully burned off. The precipitate shall then be ignited to constant weight over a Meker

burner, or a blast not strong enough to soften or melt the pyrophosphate. The weight of magnesium

pyrophosphate obtained multiplied by 72.5 gives the percentage of magnesia. The precipitate so obtained always contains some calcium and usually small quantities of iron, aluminum, and manganese

as phosphates.

28. A permissible variation of 0.4 will be allowed,

and all results in excess of the specified limit but

within this permissible variation shall be reported

as 5.00 per cent. DETERMINATION OF FINENESS

29. Wire cloth for standard sieves for cement shall be woven (not twilled) from brass, bronze, or other

suitable wire, and mounted without distortion on

frames about 2 inches below the top of the frame. The joint between the cloth and frame shall be smoothly filled with solder to prevent lodging of the cement. The sieve frames shall be circular, approximately 8 inches in diameter, and may be provided

with a pan and cover.

30. A standard No. 200 sieve is one having nominally a 0.0029-inch opening, certified by the National Bureau of Standards, and conforming to the specifi- cations for this sieve in A. S. T. M. Ell (see 500.2,

p. 1). The correction to the sieving value of the

sieve shall be determined by sieving tests made in conformity with the standard specifications for these

289
516.11 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

tests on a standardized cement which gives a residue

of about 20 per cent on the No. 200 sieve. 31. The test shall be made with 50 g of cement. The sieve shall be thoroughly clean and dry. The

cement shall be placed on the No. 200 sieve, with pan

and cover attached, if desired, and shall be held in one hand in a slightly inclined position so that the sample will be well distributed over the sieve, at the same time gently striking the side about one hundred and fifty times per minute against the palm

of the other hand on the upstroke. The sieve shall be turned every 25 strokes about one-sixth of a rev- olution in the same direction. The operation shall continue until not more than 0.05 g passes through

in one minute of continuous sieving (note 1). The

fineness shall be determined from the weight of the

residue on the sieve expressed as a percentage of the

MIXING CEMENT PASTES AND MORTARS

33. The quantities of dry materials to be mixed

at one time shall be 500 g for neat cement mixtures

and 1,000 g for mortar mixtures. The proportions of cement or cement and sand shall be stated by weight

in grams of the dry materials; the quantity of water

shall be expressed in cubic centimeters (1 cc of water = 1 g). The dry materials shall be weighed, placed

upon a nonabsorbent surface, thoroughly mixed dry

if sand is used, and a crater formed in the center, into which the proper percentage of clean water shall be poured; the material on the outer edge shall be

turned into the crater by the aid of a trowel. After an interval of one-half minute for the absorption of the water the operation shall be completed by continous, vigorous mixing, squeezing and kneading with

H

Figure 100.

-Vicat apparatus

weight of the original sample, applying the sieve correction (note 2). Notes.—1. The essential points in the sieving operation may be summarized as follows:

(1) Rotation of the sieve throughout the process.

(2) Guarding against loss of material. Sieve over white paper and

always tap the sieve gently.

(3) Use of a balance which will give results correct within 5 mg and

sufficiently sensitive so that the rest point will be deflected at least two divisions of the scale for an added load of 5 mg.

(4) Washers, shot, and slugs should never be used on the sieve.

(5) Excessive humidity interferes with good sieving. It tends to decrease the percentage of cement passing the sieve, and, in general, to produce irregular results.

2. A plus (+) sieve correction indicates the amount to be added to and. a minus (— ) sieve correction the amount to be subtracted from

the per cent passing the sieve to obtain the true fineness. The per

cent passing Is the amount obtained by subtracting the per cent residue from 100. The corrections are used in the reverse order when

applied to the residues direct. 32. Mechanical sieving devices may be used, but

the cement shall not be rejected if it meets the fine- ness requirement when tested by the hand method

described in section 31.

the hands for at least one minute. During the operation of mixing, the hands shall be protected by

rubber gloves. Note.—In order to secure uniformity in the results of tests for the time of setting and tensile strength the manner of mixing above

described shall be carefully followed. At least one minute is necessary

to obtain the desired plasticity which is not appreciably affected by

continuing the mixing for several minutes. The exact time necessary

is dependent upon the personal equation of the operator. The error in mixing shall be on the side of overmixing. 34. The temperature of the room, the materials, the mixing water, the moist closet and storage-tank water shall be maintained as nearly as practicable

at 21° C. (70° F.) and the mixing water, moist

closet, and the water in the storage tank shall not vary from this temperature more than 3° C. (5° F.). NORMAL CONSISTENCY

35. The Vicat apparatus consists of a frame A

(fig. 100), bearing a movable rod, B, weighing 300 g

290
STONE, SAND, AND CEMENT'ITIOUS MATERIALS 516.11

one end C being 1 cm in diameter for a distance of 6 cm, the other having a removable needle D, 1 mm

in diameter, 6 cm long. The rod is reversible, and

can be held in any desired position by a screw E, and has midway between the ends a mark F which moves under a scale (graduated to millimeters) attached to the frame A. The paste is held in a

rigid conical ring, resting on a glass plate about 10 cm square. The ring shall be made of a noncorroding, nonabsorbent material, and shall have an inside diameter of 7 cm at the base, 6 cm at the top, and a

height of 4 cm.

36. In making the determination, 500 g of cement,

with a measured quantity of water, shall be kneaded

ing percentages of water until the normal consistency

is obtained. Each trial shall be made with fresh cement. The amount of water required shall be expressed in percentage by weight of the dry

cement.

37. The consistency of standard mortar shall depend on the amount of water required to produce

a paste of normal consistency from the same sample

of cement. Having determined the normal consist- ency of the sample, the consistency of standard mortar made from the same sample shall be as

indicated in Table 1, the values being in percentage

of the combined dry weights_of the cement and standard sand.

Top Edge turned on

i"lron Wire

2 Pipe for^ Connection io> Constant-level

Boitte

Constant-Level

Bottle.

s /

O o V \

{z"k- ---- so"— --J

Shelf to be made of^ "Galvanized

Iron Wire formed on a Rim Piece of GalvanizedIron Wire. Size ofMesh i"

Top Pian. Figure 101.

Apparatus for making soundness test of cement

Apparatus to be made ofSheetCopper weighing 22oz.persq.-fh, tinnedinside*

All Seams to be lapped wherepossible Hard Solderonly to be used.

into a paste, as described in section 33, and quickly

formed into a ball with the hands, completing the operation by tossing it six times from one^hand to the other, maintained _about 6 inches apart; the

ball resting in the palm of one hand shall be pressed

into the larger end of the conical ring held in the

other hand, completely filling the ring'with paste; the excess at the larger end shall then be removed

by a single movement of the palm of the hand;

the ring shall then be placed on its larger end on a

glass plate and the excess paste at the smaller end

sliced off at the top of the ring by a single oblique

stroke of a trowel held at a slight angle with the top

of the ring, and the top smoothed, if necessary, with a few light touches of the pointed end of the

trowel. During these operations care shall be taken

not to compress the paste. The paste confined in the ring, resting on the plate, shall be placed under

the rod, the larger end of which shall be brought in contact with the surface of the paste; the scale

shall then be read, and the rod quickly released. The paste shall be of normal consistency when the rod settles to a point 10 mm below the original surface in one-half minute after being released. The apparatus shall be free from all vibrations during the test. Trial pastes shall be made with varyTable 1.

Percentage of water jor standard mortars

Percentage

of water for neat cement

paste of nor- mal consist- ency

Percentage

of water for one cement,

three stand- ard Ottawa

sand

Percentage

of water for neat cement

paste of nor- mal consist- ency

Percentage

of water for one cement

three stand- ard Ottawa

sand

15 9.0 23 10.3

16 9.2 24 10.5

17 9.3 25 10.7

18 9.5 26 10.8

19 9.7 27 11.0

20 9.8 28 11.2

21 10.0 29 11.3

22 10.2 30 11.5 DETERMINATION OF SOUNDNESS

Note.—Unsoundness is usually manifested by change in volume

which causes distortion, cracking, checking, or disintegration. Pats improperly made or exposed to drying may develop what ar© known as shrinkage cracks within the first 24 hours and are not an

indication of unsoundness. These conditions are illustrated im

Figure 102, facing page 292. The failure of the pats to remain on the glass or the cracking of th»

glass to which the pats are attached does not necessarily indicate unsoundness. 38. A steam apparatus, which can be maintained

at a temperature betweep 98° and 100° C, or one

291
516.11 STANDARDS AND SPECIFICATIONS "FOR NONMETALLIC MINERALS

similar to that shown in Figure 101, is recommended.

The capacity of this apparatus may be increased by

using a rack for holding the pats in a vertical or inclined position.

39. A pat from cement paste of normal consist- ency about 3 inches in diameter, }i-mch thick at the

center, and tapering to a thin edge, shall be made

on flat clean glass plates about 4 inches square, and

stored in moist air for 24 hours. In molding the

pat, the cement paste shall first be flattened on the

glass and the pat then formed by drawing the trowel from the outer edge toward the center, then

flattening the top. The pats used for the time of setting tests by the Gillmore method may be used

for soundness tests. 40. The pat shall then be placed in an atmosphere of steam at a temperature between 98° and

B

Figure 103

o, Pat with top surface flattened for determining time of setting by

Gillmore method.

b, Gillmore needles.

100° C, upon a suitable support 1 inch above

boiling water for five hours.

Note.—It is important that the specimens be 24 hours old when

placed in steam, since variations in their age will produce differences in the results of the steam tests. Particularly noticeable are the

effects of steaming pats too soon, for many specimens steamed when

only 10 or 12 hours old give apparently satisfactory results, while

failure would be observed if they were not placed in steam until 24 hours old. 41. Should the pat leave the plate, distortion may be detected best with a straightedge applied to the surface which was in contact with the plate.

DETERMINATION OF TIME OF SETTING

42. The following are alternate methods, either of which may be used as specified. 43. The time of setting shall be determined with

the Vicat apparatus described in section 35. (See

fig. 100.) 44. A paste of normal consistency shall be molded

in the ring G as described in section 36, and placed

under the rod B, the smaller end of which shall then

be carefully brought in contact with the surface of the paste, and the rod quickly released. The initial set shall be said to have occurred when the needle ceases to pass a point 5 mm, above the glass plate

in one-half minute after being released; and the final

set, when the needle does not sink visibly 'into the

paste. The test pieces shall be kept in moist air during the test. This may be accomplished by

placing them on a rack over water contained in a pan and covered by a damp cloth, kept from contact with them by means of a wire screen; or they

may be stored in a moist closet. Care shall be taken

Figure 104.Details for briquet

to keep the needle clean, as the collection of cement

on the sides of the needle retards the penetration,

while cement on the point may increase the penetration. The time of setting is affected not only

by the percentage and temperature of the water

used and the amount of kneading the paste received,

but by the temperature and humidity of the air, and

its determination is therefore only approximate.

Figure 105.Gang mold

45. The time of setting shall be determined by

the Gillmore needles. The Gillmore needles should

preferably be mounted as shown in Figure 103 (6), and the needie ends shall be maintained in a clean condition and shall be plane and at right angles to the axis of the rod.

46. The time of setting shall be determined as

follows: A pat of neat cement paste about 3 inches

in diameter and one-half inch in thickness with a

fiat top (fig. 103 (a)), mixed to a normal consistency,

shall be kept in moist air at a temperature maintained

as nearly as practicable at 21° C. (70° F.). The

cement shall be considered to have acquired its initial set when the pat will bear, without appreciable

292


STONE, SAND, AND CEMENTITIOUS MATERIALS 516.11

indentation, the Gillmore needle one-twelfth inch

in diameter, loaded to weigh one-fourth pound.

The final set has been acquired when the pat will bear, without appreciable indentation, the Gillmore

needle one twenty-fourth inch in diameter, loaded

to weigh 1 pound. In making the test, the needles

shall be held in a vertical position and>pplied lightly to the surface of the pat. TENSION TESTS

47. The form of test piece shown in Figure 104

shall be used. The molds shall be made of noncorroding metal and have sufficient material in the

sides to prevent spreading during molding. Gang

molds when used shall be of the t}'pe shown in Fig- ure 105. Molds shall be oiled with a mineral oil. 48. The sand to be used shall be natural sand

pounds. Each application of the thumbs shall be

maintained not longer than sufficient to attain the

specified pressure. Then the mortar shall be heaped

above the mold and smoothed off with a trowel. The trowel shall be drawn over the mold in such a manner as to exert a pressure of not more than 4 pounds. The mold shall then be turned over upon

a plane plate oiled with mineral oil, and the operation of heaping, thumbing and smoothing off repeated. No ramming or tamping shall be used, nor any troweling in excess of that required to smooth off the specimen.

52. The briquets shall be tested as soon as they

are removed from the water. Tests may be made

with any machine meeting the following require- ments: The machine shall be capable of weighing

the applied load within 0.5 per cent of the nominal

value. The sensibility reciprocal (the weight re4

2r-y,r-A

k-tt'-->ik- | •*aft }.«J,,_ 1

—-i-*- J

- V 1

l 3

S Drill and Tap 'forPingDia.,Z4Th'A . SAE.SM f

Note ! To be Cast of Manganese bronze

(A.S.T.M. Spec. B-54)

Drill and Tap - 1 forScrews #10-24 ASM.E.,?"deep.

-6

Between Faces ofRollers

Detail "1" Casting.

(See Note)

Drill Hole in Assembly for

Force /k

Fit'

"ft. 8

' 7

Assembly View

Note

Portion below Line A-B is Standard. As shown

herein, Portion above Line A-Bis Designed for Use on One Type ofMachine, andmay be Varied to Adapt to other Machines.. Figure

Ream Turning Fit %Pin*6-.

s j|

VI /

'fall over. Detail "2" and "3"

S.A.E Sfd

14T.P.L

fBofc

n_ Drill and

' « C.sink for 7

L *IOScrews W»fr*--;g--¥H A.S.M.E.

[ "fallover.

Detail "7"

-Clip for Briquet-Testing Machine

v'Easy Turning

Fit in Clip

Detail "5" Detail 6.

* 1

1

3 m e >: i'J M.,!t Remarks

/ Clip 2 * See Detail

2 Pivot Block 2 » % Manqansse Bronze

S Pivot 2 Case-Hardened

; SaM Bolt, Hex. Nut 2 Ms \"Sfd-3i'long

5 Poller 4 * * Stain less Steel

;> Pin Ditto

7 Guide 2 Ditto

;i Flat Head Mack Scr. 4 Br:- #IO-24Th'd.A.SME. 106.

Clip for briquet-testing machine

from Ottawa, 111., screened to pass a No. 20 sieve and retained on a No. 30 sieve. This sand may be

obtained from the Ottawa Silica Co., Ottawa, 111. 49. This sand shall be considered standard when

not more than 5 g are retained on the No. 20 sieve, and not more than 5 g pass the No. 30 sieve, after one minute continuous sieving of a 100 g sample, in the manner specified for sieving cement on the No.

200 sieve. (See sec. 31.) 50. The Nos. 20 and 30 sieves shall conform to the requirements for these sieves as given in A. S. T. M.

Ell. (See 500.2, p. 1.) 51. Immediately after mixing the standard mortar

in accordance with the methodsjfor mixing cement

pastes and mortars the molds shall be filled heaping

full without compacting. Then the mortar shall be

pressed in firmly with the thumbs, applying pres- sure twelve times to each briquet, at points to include the entire surface. The pressure shall be such that the simultaneous application of both

thumbs will register a pressure of between 15 and 20

quired to be added to the load to move the beam

from a horizontal position of equilibrium to a posi- tion of equilibrium at the top of the trig loop) shall not exceed 1 pound at the full capacity of the machine or at any lesser load. The clips for holding

the tension-test specimens shall be in accordance

with Figure 106. The bearing surfaces of the clips

and briquets shall be free from sand or dirt, and the

roller bearings shall be well oiled and maintained so

as to insure freedom of turning. The briquets shall be carefully centered in the clips and the load applied continuously at the rate of 600 pounds per

minute.

53. Testing machines shall be frequently cali- brated in order to determine their accuracy.

54. Briquets that are manifestly faulty, or which

give strengths differing more than 15 per cent from

the average value of all test specimens made from

the same sample and tested at the same period,

shall not be considered in determining the tensile strength.

293
516.11 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

STORAGE OF TEST SPECIMENS

55. The moist closet may consist of a soapstone,

slate or concrete box, or a wooden box lined with

metal. The interior wall surfaces of all closets shall be covered with felt or broad wicking kept wet. The bottom of the moist closet shall be covered with water to a depth of at least 2 inches.

56. All test specimens, immediately after molding, shall be kept in the molds on plane plates in the moist closet for from 20 to 24 hours in such manner

j| Carriage BoltSteel Clamp

Note > Form may be Made of Seamless

Brass Tubing of 2i"Outside Diameter, No. 12 B W. G., with

§"<5lot along one Element

Figure 107.

Details for 2 by 4 inch

cylinder form

that the upper surfaces shall be exposed to the moist

air.57. The briquets shall then be removed from the molds and immersed in clean water in storage tanks

constructed of noncorroding material. American Society for Testing Materials, tentative

specifications and tests for compressive strength of Portland-cement mortars, serial designation C9-16T

1916. SPECIFICATIONS

1. The average compressive strength in pounds per square inch of not less than three standard mortar

test pieces (see sec. 4) composed of 1 part cement and

3 parts standard sand, by weight, shall be equal to or higher than the following:

Age at

test, days

Storage of test pieces Compressive strength

7

28

1 day in moist air, 6 days in water

1 day in moist air, 27 days in water

Lbs./in*

1,200 2,000

/*--«

2. The average compressive strength of standard mortar at 28 days shall be higher than the strength

at 7 days.

TESTS

3. The requirements governing the preparation of standard sand mortars for tension-test pieces shall apply to compression test pieces. (See A. S. T. M.

C9 above.)

4. A cylindrical test piece 2 inches in diameter

and 4 inches in length is recommended for use in making compression tests of standard mortars. The

molds shall be made of noncorroding metal. A satis- factory form of mold is shown in Figure 107. The

ends of the mold shall be parallel. The tubing used

in the molds shall be of sufficient thickness to prevent

appreciable distortion. The molds shall be oiled before using. During the molding of the test

piece, the mold shall rest on a clean, plane surface

(preferably a piece of plate glass, which is allowed to remain in place until the mold is removed).

5. The mortar 53 shall be placed in the mold in layers about 1 inch in thickness, each layer beingtamped by means of the steel tamper shown in Figure 108. The weight of tamper shall be approximately three-fourths pound. In finishing the test

piece, the mortar shall be heaped

above the mold and smoothed off with a trowel. As soon as the test pieces from one sample are molded,

the top of each test piece shall be

covered with a piece of glass which

is brought to a firm bearing on the

fresh mortar. The cover glasses

shall remain in place until the molds are removed.

6. The compression test pieces

shall be stored in the same manner as the tension test pieces.

7. Tests of standard-mortar cyl- inders shall be made in any test- ing machine which is adapted to meet the specified requirements.

The test pieces shall be tested as soon as removed from the water. The ends of the test cylinders

shall be smooth, plane surfaces. The metal bearing plates of the

testing machine shall be placed in

direct contact with the ends of the test piece. During the test a

spherical bearing block shall be

used on top of the cylinder. In

order to secure a uniform distribu- tion of the load over the test cylin- der the spherical bearing block must be accurately centered. The

diameter of the spherical bearing

block should be only a little greater

than that of the test piece. The test piece shall be

loaded continuously to failure. The moving heat of the testing machine shall travel at the rate of not

less than 0.05 or more than 0.10 inch per minute.

8. Testing machines should be frequently cali- brated in order to determine their accuracy.

9. Cylinders that are manifestly faulty, or which

give strengths differing more than 15 per cent from the average value of all test pieces tested

at the same period and made from the same sample,

shall not be considered in determining the compressive strength.

Figure 108.

Details of steel tamper

13 If sufficient mortar for six 2 by 4 inch cylinders is to be mixed in a

single batch, approximately 3,000 g of material will be required. In

this case the mixing shall be continued for one and one-half minutes.

294
STONE, SAND, AND CEMENTITIOTJS MATERIALS 516.13

Federal Specifications Board, specification No. la, United States Government master specification

for cement, Portland, June 10, 1927. (This specification is identical with A. S. T. M.

serial designation C9, given above, with the exception of the first sentence under the heading "rejec- tion" (paragraph 11), this specification stipulating that the cement shall be rejected if it fails to meet any of the requirements of the specifications,

whereas the A. S. T. M. specification stipulates

merely that it may be rejected for failure to conform.)

516.12 Natural Cement.

American Society for Testing Materials, standard

specifications for natural cement, serial designation

C10-09, 1909.

1. Natural cement is the finely pulverized product

resulting from the calcination of an argillaceous

limestone at a temperature only sufficient to drive

off the carbonic acid gas. PHYSICAL PROPERTIES

2. The residue on a standard No. 100 sieve

shall not exceed 10 per cent, and on a standard No. 200 sieve shall not exceed 30 per cent, by

weight. For sieve descriptions, see A. S. T. M.

Ell, 500.2, p. 1. 3. Pats of neat cement about 3 inches in diameter,

Yi inch thick at center, tapering to a thin edge,

shall be kept in moist air for a period of 24 hours.

(a) A pat shall then be kept in air at normal

temperature.

(6) Another pat shall be kept in water maintained as near 70° F. as practicable.

These pats shall be observed at intervals for at

least 28 days, and, to satisfactorily pass the tests, shall remain firm and hard and show no signs of

distortion, checking, cracking, or disintegrating.

4. The cement shall not develop initial set in

less than 10 minutes, using the Vicat needle. Final set shall be attained in not less than 30 minutes nor more than 3 hours, using the Vicat

needle.

5. The minimum requirements for tensile strength

for briquets 1 square inch in cross section shall be as

follows, and the cement shall show no retrogression

in strength within the periods specified;

Neat cement

Strength Age (pounds)

24 hours in moist air 75

7 days (1 day in moist air, 6 days in water) 150 28 days (1 day in moist air, 27 days in water) 250 One part cement, three parts standard Ottawa sand

Strength Age (pounds)

7 days (1 day in moist air, 6 days in water) 50

28 days (1 day in moist air, 27 days in water) 125 PACKAGES, MARKING, AND STORAGE

6. The cement shall be delivered in suitable bags

or barrels with the brand and name of the manufacturer plainly marked thereon. A bag shall contain 94 pounds net. A barrel shall contain 282 pounds

net.

7. The cement shall be stored in such a manner as

to permit easy access for proper inspection and identification of each shipment, and in a suitable weathertight building which will protect the cement from

dampness.

INSPECTION

8. (a) Every facility shall be provided the purchaser for careful sampling and inspection at either

the mill or at the site of the work, as may be specified

by the purchaser. At least 10 days from the time

of sampling shall be allowed for the completion of the 7-day test, and at least 31 days shall be allowedfor the completion of the 28-day test.

(6) The cement shall be tested in accordance with

the provisions of A. S. T. M. C9. (See 516.1 1, p. 294.) REJECTION

9. The cement may be rejected if it fails to meet

any of the requirements of these specifications.

10. Cement failing to meet the 7-day require- ments may be held awaiting the results of the 28-day

tests before rejection.

516.13 Masonry Cement.

Federal Specifications Board, specification No443, United States Government master specification

for cement, masonry, October 28, 1926.

I. TYPE AND GRADE

This specification contains requirements for a

material of one type and grade only, to be used in conjunction with sand in the making of mortar for laying units of masonry construction above grade..

H. DETAIL REQUIREMENTS

1. PHYSICAL REQUIREMENTS

(a) Fineness.—The residue on a standard No.

200 sieve shall not exceed 20 per cent by weight.

Cement shall not be rejected for failure to meet this

test if, after drying at 100° C. for one hour and

resieving, it meets this requirement.

(6) Time of setting.—The neat-cement paste, mixed to normal consistency, shall not develop

initial set in less than 45 minutes as determined by

the Vicat needle, or 60 minutes as determined by the GUlmore needle. Final set by either method shall be attained within 48 hours.

(c) Soundness.—Pats of neat cement, after being

stored for 7 days, one in laboratory air and one in water, shall be firm and hard and show no signs of distortion, cracking, or disintegration under both

conditions of storage. Mortar-strength specimens

at the time of test shall show no signs of distortion,

cracking, or disintegration.

(d) Strength.—The average compressive strength

in pounds per square inch of not less than three 2-inch

cubes, made of mortar composed of 1 part cement and 3 parts sand by weight, shall be not less than 175

at the age of 7 days. The average strength attained

at 28 days shall not be less than that attained at

7 days.

2. REJECTION The cement shall be rejected if it fails to meet any

of the requirements of this specification. Cement

remaining in storage prior to shipment for a period

greater than six months after test shall be retested and shall be rejected if it fails to meet any of the requirements of this specification.

IJI. METHODS OF INSPECTION, SAMPLING, AND

TEST

1. TEMPERATURE The standard temperature shall be 70° F. (21° C).

The air of the laboratory, the materials, the mixing

water, the moist closet, and storage tanks shall be

maintained as near as practicable at this temperature and shall not vary from it more than plus or minus 5° F.

100925°—30 20 295
516.13 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

2. FACILITIES FOR INSPECTION Every facility shall be provided by the vendor for the necessary sampling and inspection.

3. STORAGE OF CEMENT

The cement shall be stored in a suitable weathertight building which will protect it from dampness

and in such manner as to permit safe and easy

access for proper inspection and identification of each lot.

4. SAMPLING Number and weight of samples.—Tests may be

made on individual or composite samples as may be

ordered. Each test sample shall weigh at least 5 pounds and shall represent not more than 100

barrels.

5. SHIPMENT OF SAMPLES Samples shall be shipped and stored in air-tight

moisture-proof containers.

6. TIME FOR TESTS At least 12 days from the time of sampling shall be allowed for the completion of the 7-day tests and

33 days shall be allowed for the completion of the 28-day tests.

7. TREATMENT OF SAMPLES PRIOR TO TEST Samples shall be passed through a United States Standard No. 20 sieve, in order to mix the sample

thoroughly, break up lumps, and remove foreign materials.

8. PHYSICAL TESTS

Physical tests used in this specification include (a) determination of fineness, (6) mixing cement pastes

and mortars, (c) normal consistency, (d) percentage

of water for standard mortars, (e) determination of time of setting, (/) determination of soundness, and

(g) compression tests. Items designated (a), (b), (c), and (e) are similar to methods described under corresponding descrip- tive headings in A. S. T. M. C9-26. (See 516.11,

p. 294).

(d) Percentage of water for standard mortars

(1) Apparatus.—The flow-table apparatus consists of a rigid frame with a flat circular top, so mounted on a vertical shaft that it can be raised and

dropped through a fixed height by means of a rotat- ed cam. The top shall be of noncorrodible metal,

10 inches in diameter, and with the attached shaft

shall weigh 9 pounds. The mold shall be of a noncorrodible material, 4 inches in inside diameter at the base, 2% inches at the top, and 2 inches high.

(2) Method.—In making the determination the mortar shall be mixed in accordance with A. S. T. M. C9, paragraph 33, with a measured quantity of water. The table top shall be carefully wiped dry

and the flow mold placed at the center and filled with

mortar. In filling the mold the mortar shall not be

rammed, but gently compacted to insure uniform

filling. The mortar shall be smoothed off level with

the top of the mold by aid of a trowel and the mold

removed. Immediately the table shall be dropped

through a height of one-eighth inch, 30 times at the

rate of 60 drops per minute. The flow is the resulting increase in diameter of the mortar mass, expressed as the percentage of the original diameter. The mortar shall be of the standard consistency

when the flow is 100 to 115. Trial mortars shall be

made with varying percentages of water until the standard consistency is obtained. Each trial shall be made with fresh mortar. The quantity of water

shall be expressed as a percentage of the weight of the combined dry materials.

(f) Determination of Soundness

(1) Method.—Two pats from cement paste of nor- mal consistency about 3 inches in diameter, one-half inch thick at the center, and tapering to a thin edge

shall be made on clean, flat glass plates about 4

inches square, and stored in moist air for 24 hours. One of the pats shall then be stored in the air of the laboratory and the other shall be immersed in clean water in storage tanks of noncorrodible material. Unsoundness is usually manifested by change in volume which causes distortion, cracking, checking,

or disintegration. Pats improperly made or exposed

to drying may develop what are known as shrinkage

cracks within the first 24 hours. The shrinkage cracks are not an indication of unsoundness. The failure of the pats to remain on the

glass or the cracking of the glass to which the pats are attached docs not necessarily indicate unsoundness. Should the pat leave the plate, distortion may be

detected best with a straightedge applied to the

surface which was in contact with the plate, provided

the glass plate was flat before test.

(g) Compression Tests

(1) Form of test piece.—The form of test piece used

shall be a 2-inch cube. The molds shall be made of a noncorrodible metal, and have sufficient material

in the sides to prevent spreading during molding.

Molds shall be oiled with a mineral oil before using.

(2) Molding of test pieces.—Immediately after mixing in accordance with the methods for mixing cement pastes and mortars, the standard mortar

shall be placed in the cube molds which rest on plane

nonabsorbent plates. The molds shall be filled heaping full without compacting. Then the mortar shall be gently worked into the molds with the thumbs,

using only sufficient effort to ensure uniform filling of the molds. Additional mortar shall be heaped

above the molds and smoothed off with a trowel. The molds and plates shall then be turned over upon

plane nonabsorbent plates oiled with mineral oil, the

first plates removed, and the operation of heaping,

thumbing, and smoothing off repeated. No ramming

or tamping shall be used, nor any troweling in excess

of that required to smooth off the specimen.

(3) Storage of test pieces—(a) Apparatus.—The

moist closet may consist of a soapstone, slate, or concrete box, or a wooden box lined with metal. The interior wall surfaces of all closets shall be covered with felt or wicking, kept wet. The bottom

of the moist closet shall be covered with water to a

depth of at least 2 inches.

(6) Method.—All test pieces, immediately after molding, shall be kept in the molds on plane plates in the moist closet for from 20 to 24 hours in such a manner that the upper surfaces shall be exposed to the moist air. The cubes shall then be removed

from the molds and placed in the air of the labora- tory for six days, in such a manner as to allow free circulation of air around at least five faces of the

specimens. At the age of 7 days the cubes for the 28-day tests shall be immersed in clean water in storage tanks of noncorrodible materials.

(4) Testing of cubes.—The tests may be made

with any of the various types of machines acceptable

to the office purchasing the cement. Those faces

of the cube which have been in contact with the

sides of the molds when molding, shall be placed in contact with the surfaces through which the compression is applied. A spherical seated bearing block shall be used between the lower face of the cube and the bed of the testing machine. The

center of the sphere shall lie in that surface of the

296
STONE, SAND, AND CEMENTITIOTJS MATERIALS 516.2

bearing block which is in contact with the cube,

and the radius of the sphere shall be 1}4 inches. The cube shall be carefully centered on the upper

plate of the bearing block, and the two shall be

slowly rotated as the head of the machine is brought

to a bearing on the test piece. Cushioning materials shall not be used. The load shall be applied uniformly and without

shock. The moving head of the testing machine

shall travel at the rate of approximately 0.05 inch per minute when the machine is running idle. The 28-day specimens shall be tested as soon as they are removed from the water.

(5) Computation of strength.—The total load

indicated by the testing machine at failure of the test piece shall be recorded and the unit compressive

strength calculated in pounds per square inch of the

cross-sectional area of the cube. Cubes that are manifestly faulty, or which give

strengths differing by more than 15 per cent from

the average value of all test pieces made from the same sample and tested at the same period, shall not be considered in determining the compressive

strength.

(6) Standard sand.—The sand to be used shall be

natural sand, from Ottawa, 111., screened to pass a No. 20 sieve and retained on a No. 30 sieve. This sand mav be obtained from the Ottawa Silica Co., Ottawa, IU. This sand, having passed the No. 20 sieve, shall be considered standard when not more than 5 per

cent passes the No. 30 sieve after one minute

continuous sieving of a 100 g sample.

The sieves shall conform to the same requirements

as for the No. 200 sieves, except that the average

openings and wire diameters shall be as follows:

Sieve No. Sieve opening Wire

diameter

Toler- ance in average opening

Tolerance

in wire diameter

Toler- ance in maxi- mum

opening

Inch Inch Per cent Per cent Per cent 20 0. 0331 0. 0165 ±5 -15 to +30 25 30 .0232 .0130 ±5 -15 to +30 25

IV. PACKING AND MARKING

The cement shall be delivered in suitable bags or

barrels with the brand and name of the manufacturer and the net weight plainly marked thereon

All packages shall be in good condition at the time

of inspection.

Packages varying more than 5 per cent from the marked weight may be rejected; and if the average weight of packages in any shipment as shown by

weighing 50 packages taken at random is less than

that marked, the entire lot represented shall be

rejected.

516.19 Miscellaneous Cements.

Federal Specifications Board, United States Government master specification No. 445 for cement,

plastic magnesia, October 28, 1926.

(See 572, p. 652.)

516.2 STUCCO

American Concrete Institute, standard recom- mended practice for Portland cement stucco, serial designation C-3A-23, 1923. The above recommendation contains methods for the use in building of Portland cement stucco, in- cluding general recommendations, design, construction, and the following specifications for materials

:

MATERIALS

Cement.—The cement should meet the require- ments of the standard specifications for Portland cement of the American Society for Testing Materials, adopted by the American Concrete Institute, see A. S. T. M.: C9, 516.11, page 294. Fine aggregate.—Fine aggregate should consist of sand or screenings from crushed stone or crushed

pebbles, graded from fine to coarse, passing when

dry a No. 8 screen. Fine aggregate should preferably be of siliceous materials, clean, coarse, and free from loam, vegetable, or other deleterious matter.

Note.—The paragraphs relating to materials are sufficiently specific as to the quality of the stucco ingredients. However, reference may be made to the colorimetric test for detecting the presence of organic matter in sands, a description of which is to be found in the

report of Committee C-9, American Society for Testing Materials,

1919.Hydrated lime.—Hydrated lime should meet the requirements of the standard specifications for hydrated lime of the American Society for Testing

Materials. (See A. S. T. M. C6, 517.2, p. 353.) Note.—Hydrated lime should be specified to the exclusion of lump lime, chiefly for the reason that lime which is slaked on the

job can not as a rule be so thoroughly hydrated and so thoroughly mixed in the mortar as the mechanically hydrated product. Hair or fiber. —There should be used only first quality long hair, free from foreign matter, or a

long fiber well combed out. Coloring matter.—Only mineral colors should be

used which are not affected by lime, Portland

cement, or other ingredients of the mortar or the weather.

Water.—Water should be clean, free from oil, acid, strong alkali, or vegetable matter.

Lath.—(a) Metal lath should be galvanized or painted expanded lath weighing not less than 3.4 pounds per square yard.

(f>) Wire lath should be galvanized or painted woven wire lath, not lighter than 19 gage, 2% meshes

to the inch, with stiffeners at 8 inch centers.

(c) Wood lath should be standard quality, narrow

plaster lath 4 feet long and not less than %-inch thick. American Concrete Institute, tentative specifications, finish coat Portland cement stucco, C—3C-29T,

1929.

I. GENERAL

1. The purpose of these specifications is to establish minimum requirements for finish coat Portland cement stucco.

2. The term "finish coat Portland cement

stucco" shall be understood to mean a Portland cement mortar used to cover or decorate preceding

coats of Portland cement stucco or other suitable bases on exterior walls and surfaces exposed to the elements.

3. The minimum average compressive strength

of finish coat Portland cement stucco at 28 days of age shall be 2,000 lbs./ in.2 when molded and tested

as 2-inch cubes in the manner hereinafter specified.

4. Finish coat Portland cement stucco shall not

absorb more than 10 per cent of water when tested

as hereinafter specified.

5. Finish coat Portland cement stucco shall not

contain more than 35 per cent by weight of the whole sample of material passing the 100-mesh

sieve.

6. If pigments are used, they shall be pure

mineral oxides guaranteed by the manufacturer

to be of uniform quality and proof against action

of lime and sun.

II. METHOD OF MAKING SPECIMENS

7. Finish coat stucco to be used in making

specimens for all tests shall be mixed to plastering

consistency. The approximate amount of water

297
516.2 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

required to mix any stucco to plastering consistency

shall be indicated by the manfacturer of that stucco.

8. In making specimens, molds shall be filled in two layers, each layer being lightly puddled with

the finger. Stucco shall be left heaped on molds

and be struck off at the end of 3 to 4 hours. Immediately after molding, specimens shall be covered

with moist burlap for 24 hours, then removed from

the molds.

9. After removal from molds specimens shall be

immersed in water for 6 days and thereafter stored

21 days in dry air of the laboratory at approximately

70° F. Specimens shall be tested at age of 28 days.

III. METHOD OF TESTING

10. Not less than 3 and preferably 5 specimens

shall be required for each test. In the event of

failure of the first set of specimens, the test shall be

repeated on a second set of specimens.

11. Absorption tests shall be made on 2-inch

cubes. After being cured, as provided in paragraph

9, they shall be carefully weighed and then completely submerged in water at a temperature of between 60° and 80° F. for 24 hours. Specimens

shall then be removed, the surface water wiped off with a damp cloth, and the specimens quickly

weighed. The percentage of absorption is the

difference in weight divided by the dry weight of the specimen and multiplied by 100.

12. Specimens for compression test shall be

tested in a vertical testing machine of not exceeding

50,000 pounds capacity. Load shall be applied

through a spherical bearing block placed on top of the specimen. The dimensions of the bearing block

shall be the same or slightly greater than those of the specimen.

13. Load shall be applied uniformly and without

shock. The speed of the moving head of the testing

machine shall be not more than 0.05 inch per minute when the machine is running idle. 14. Specimens shall be loaded to failure and unit compressive strength calculated in pounds per square inch. The type of failure and appearance

of the specimen shah be noted. American Railway Engineering Association, specifications for buildings for railway purposes. EXTERIOR STUCCO WORK (1926)

The contractor shall provide all scaffolding, tools, labor, and materials, and everything necessary to complete the plastering and stucco work shown on

the drawings or required to complete the building.

The work required under this heading comprises

the stuccoing of all exterior wall surfaces, as shown

on the drawings and hereinafter described. Fresh

stucco shall be protected from the weather, and no

stucco in which cracks, pits, streaks, discolorations, or other defects may occur will be accepted. Ce- ment shall be Portland cement for the undercoats and white Portland cement for the finish coat in accordance with the specifications for Portland cement of the A. R. E. A., which are the same as A. S. T. M. C9. (See 516.11, p. 294.) Cement that has hardened or partially set shall not be used. Aggregate for the undercoats shall be thoroughly

clean sand, graded from fine to coarse grains with

the coarse grains predominating, and shall be free from loam, salt, vegetable, and other deleterious matter. Aggregate for the finish coat shall be

thoroughly clean yellow gravel grit, marble, or

granite screenings, as directed by the engineer.

Hydrated lime and coloring compounds shall be

first quality, of a brand acceptable to the engineer.

Hair shall be first quality long cattle or goat hair. Mortar for the first and second coats shall be

composed of 1 part Portland cement, 3 parts sand,

and one-tenth part of hydrated lime by volume, with

sufficient hair added to bond the mortar to the lath. Mortar for the finishing coat shall be composed of

1 part white Portland cement, 3 parts of aggregate

and one-tenth part by volume of hydrated lime. This coat shall be brought to the tone selected by

the addition of dry coloring compound not exceeding

10 per cent of the weight of the cement. Mixing shall be done on a water-tight platform, the different constituents thoroughly mixed dry to a

uniform color, water then added to obtain the proper

consistency, and the whole turned over until the mass is uniform in color and consistency. No

retempered mortar shall be used and no more mortar

shall be mixed than can be used in 30 minutes. The

dry color in the finishing coat shall be carefully

weighed or measured and thoroughly mixed with

the sand. The cement and lime shall then be added

and the entire mass thoroughly mixed by shoveling

from one side of the platform to the other through a

Jl-inch mesh screen, and when the batch is of uniform color the water shall be added. The stucco shall be applied in three coats, each

coat not less than }{ inch nor more then % inch in thickness, the whole finishing % inch thick beyond

the normal masonry line or 1 inch thick over the

furring strips. The plastering shall be carried on

continuously in one general direction without

allowing the mortar to dry at the edge. Where this

is impossible the joints shaU be made at a break, an

opening, or other natural division of the surface. Stucco shall not be applied when the temperature is below freezing. Masonry surfaces shaU be cleaned and wet before the first coat is applied and brick

walls shall have the joints raked out about Yi inch. The first coat shall be applied under pressure so as to secure a perfect bond with the masonry wall or lathed surface. After the first coat has set, but

before it has dried, the second coat shall be applied

and floated to a true plane. The undercoats shall be cross scratched and scored before the initial set has taken place and shall be thoroughly wetted before the succeeding coats are applied. The finishing coat

shall be kept damp for at least four days, either by

sprinkling after the mortar has hardened sufficiently to permit it or by hanging wet burlap over the

surface. After the second coat has set, but before it has

dried, the finishing coat shall be applied and finished

in accordance with one of the methods hereinafter

specified as directed by the engineer.

Exposed aggregate (integral method)

.

—The finishing coat shall be three-eighths inch thick and within 24

hours after it has been troweled to an even surface,

shall be scrubbed with a stiff brush until the aggregate has been uniformly exposed. Should the cement be too hard to be readily removed by water, a solution of 1 part muriatic acid to 5 parts of water may be used, but as soon as the aggregate has been

exposed particular care shall be taken to remove all trace of acid by spraying thoroughly with clean water from a hose. Smooth troweled.—Finishing coat shall be smoothed

with a metal trowel, with as little rubbing as possible.

Stippled.—Finishing coat shall be smoothed with

a metal trowel, with as little rubbing as possible,

and then shall be lightly patted with a brush of broom straw to give an even stippled surface. Sand floated.—Finishing coat, after being brought

to a smooth, even surface, shall be rubbed in a

circular motion with a wood float. This floating

shall be done when mortar has partially set. Roughcast or spatter dash.—After the finishing coat has been brought to an even surface, and

before attaining its final set, it shall be uniformly

coated with a mixture of 1 part white cement to 2

parts white sand, thrown forcibly against the wall in

298
STONE, SAND, AND CEMENTITIOUS MATERIALS 516.2

such a manner as will produce a rough surface of uniform texture. Pebble dash.—After the finishing coat has been

brought to an even surface and before attaining its initial set, clean pebbles shah be forcibly thrown

against the mortar and embedded therein. Pebbles

shall vary in size from one-fourth inch to three- eighths inch, shall be well wetted before being cast, and shall be uniformly distributed over the surface. They may be pressed into the mortar with a clean wooden paddle, but the surface shall not be other- wise disturbed.

Note.—The above surface finishes are alternatives. Under no cir- cumstances should the stucco be worked after it has attained its initial set. Samples of the surface finish shall be laid up well in advance of the work, and the approved sample shall be carefully pre- served during the prosecution of the work and used as a standard. GENERAL CONDITIONS

All materials entering into the work and all methods used by the contractor shall be subject to the approval of the engineer and no part of the work

will be considered as finally accepted until all of the work is completed and accepted.

The general conditions as given in 518.50, page 416,

shall be considered to apply to these specifications.

National Sand and Gravel Association, Bulletin 3, representative specifications for different uses of sand and gravel, November, 1928. In this bulletin representative specifications, many

of which are presented in this volume, and including

specifications for stucco sand, have been summarized.

Portland Cement Association, Portland cement

stucco condensed specifications.

GENERAL

1. Preparation of surface.—All hangers, fasteners, trim, or other fixed supports or projections of any

kind shall be in place previous to the application of stucco. In masonry backing the surface shall be

cleaned thoroughly before stucco is applied and

shall be sufficiently rough to provide a good mechanical bond for the first coat.

2. Flashing.—Flashing shall be in place previous

to the application of stucco in the following loca- tions: At the top and along sides of all openings

wherever projecting trim occurs; across the wall and under coping, cornices, or brick sills with mortar

joints, flashing to project beyond upper edge of stucco; under built-in gutters and around roof openings; at the intersection of walls and roofs; and at

all other points where flashing would prevent water from getting behind the stucco.

3. Water protection.—All horizontal exposed sur- faces which are of stucco, such as copings, cornices, belt courses, shall be given sufficient fall to prevent water from accumulating on such surfaces. In general, the construction shall protect the surface against excessive concentrated water flow, all hori- zontal projections being provided with overhanging

drips and water-tight joints. Stucco wall surfaces

shall be stopped 6 inches above grade line. MATERIALS

4. Cement.—Portland cement shall conform to the current standard specifications of the American

Society for Testing Materials. (See 516.11, p. 2S7.)

5. Fine aggregate.—J? ine aggregate shall consist of clean sand, screenings from crushed stone or pebbles,

graded from fine to coarse, passing when dry a No. 4

screen, with not more than 20 per cent through a No. 50 screen, free from dust or other deleterious

materials.

6. Water.—Water shall be clean, free from oil, acid, strong alkali, or vegetable matter.

7. Coloring materials.—Only permanent mineral

oxides that are fully guaranteed by the manufacturer

to be unaffected by lime, cement, or weathering shall be used in coloring.

8. Hydrated lime.—Hydrated lime shall meet the requirements of the standard specifications of the American Society for Testing Materials, A. S. T. M.

C6 (see 517.2, p. 353), and when used shall not exceed

one-fifth the volume of the cement.

9. Reinforcement.—Reinforcement shall consist either of expanded metal cut from sheets not less than 20 gage in thickness with openings not less than % by 2 inches nor greater than \}i by 4 inches

in size, the fabric to weigh not less than 1.8 pounds

per square yard, or wire fabric composed of wires not smaller than 18 gage used with openings not less than 3/i inch square or with wires not smaller than

14 gage used with openings not greater than 2 inches

square. CONSTRUCTION

10. Proportions.—Mortar for both scratch and

brown coats shall be mixed in the proportions of

five sacks of Portland cement, one 50-pound sack of hydrated lime, and 16 cubic feet of sand. The

finish coat, if not a prepared Portland cement stucco,

shall be of like proportions to those used in the previous coats, with such additions of mineral

coloring pigments as necessary, but in quantities not to exceed 6 per cent of the volume of the cement

used.

11. Mixing.—Dry mixing of ingredients shall be

carried on until the color is uniform; wet mixing

until the consistency is uniform. It is positively

essential that a definite system be used which shall produce uniform mixes for scratch and brown coats. The quantity of water shall be determined by trial and thereafter used in the proper proportions.

12. Framing.—Spacing of studs shall not exceed

16 inches. Studding shall run from foundation to

rafters without intervening horizontal members,

tied together below second-floor joists with 1 by

4 inch boards let into the inner faces of the studs. In open construction without sheathing, the spacing

of studs shall not exceed 12 inches. The corners of

all walls shall be braced diagonally to secure the

necessary rigidity of the structure. Bridging of studding with 2 by 4 inch braces shall occur at least once in each story height.

13. Sheathing.—Sheathing boards shall not be less than 6 inches nor more than 8 inches wide, dressed

to a uniform thickness, laid horizontally, and fas- tened securely to each stud. Over the sheathing shall be laid, horizontally, beginning at the bottom, any

standard asphalt saturated roofing felt weighing 15 pounds per square, the bottom layer lapping the baseboard and each strip lapping the strip below

and all flashing at least 2 inches.

14. Application of reinforcement.—Reinforcement

shall be placed horizontally, fastened with approved

furring devices not more than 8 inches apart over the

surface. Vertical laps shall occur at supports, hori- zontal joints being lapped and tightly laced with

18-gage annealed wire. The sheets shall be returned around corners at least 4 inches in sheathed construction and 16 inches in open construction. Corner beads shall not be used.

15. Furring.—All reinforcements shall be furred out from the studs, sheathing, or base three-eighth inch by any device which will not reduce the effective section of the scratch coat.

16. Half-timbering

.

—Embedded trim or half-tim- bering shall be securely nailed directly upon sheathing or studs and shall have the inside corners of

vertical members grooved into which the mortar of the first coat shall be forced forming a water-tight

299
516.2 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

joint. All joints on horizontal members shall be

flashed.

17. Masonry walls.—Concrete, concrete block,

brick, hollow tile, and similar walls shall be rigid and

constructed upon solid footings, all units being set in Portland cement mortar. The surface on which

stucco is to be applied shall be clean, free from all dust, dirt, or loose particles, preferably rough and of coarse texture. Wood lintels over wall openings

shall not be used. Monolithic concrete walls shall be roughened by hacking, wire brushing, or other

effective means. Concrete block, tile, or brick units

shall have the joints cut back even with the surface. Clay tile shall be hard burned with dovetail or heavy, ragged scoring. Clay-brick walls shall be

composed of rough, hard-burned clay brick, and if painted or waterproofed shall be covered with rein- forcing fabric before overcoating with stucco.

18. Wetting the surface.—Immediately preceding

the application of the stucco the surface of the wall

shall be evenly wetted but not saturated. Water

shall not be rapidly absorbed from the plaster nor remain standing on the surface.

19. Retempering.—Retempering by the addition of water shall not be permitted.

20. Consistency.—Only sufficient water to produce a workable consistency shall be used.

21. Application of stucco coats on frame construction.—The application shall be carried on continu- ously in one general direction without allowing the

stucco to dry at the edges. If it is impossible to work the full width of the wall at one time the joining

shall be at some natural division of the surface, such

as a window or door. The scratch coat shall be

shoved thoroughly through the metal reinforcement,

forming a solid mass against the sheathing paper, thus completely encasing the metal. This coat shall be one-half inch thick, fully covering the face of the reinforcement, and shall have its surface heavily

cross scratched to provide a strong mechanical key

or bond. Allow this coat to become thoroughly dry.

It shall be wet down, but not saturated before applying the second coat. The second or browning coat

shall be at least one-half inch thick over the face of the first coat and shall be rodded straight and true

in every direction or left untrue, giving a wavy effect, as the desired finish would suggest. If the finish is to be a float-type finish, the second coat shall be

brought to a good even surface with wood floats. This coat shall be wet down for at least three days

and allowed to become thoroughly dry before the

finishing coat is applied. The finish coat shall be

applied not less than one week after the application

of the second coat and shall vary in thickness from

one-eighth to one-fourth inch, depending upon the

texture of the finish coat.

22. Scratch coat on masonry walls.—Mortar shall be troweled on to a thickness of approximately onehalf inch, heavily cross scratched, and allowed to become thoroughly dry before the browning coat is applied. (From this point on use specification

covering "Application of stucco coats on frame

construction," par. 21.) 23. Freezing.—Stucco shall not be applied when

the temperature is below 32° F., unless protected

with canvas and heat sufficient to prevent freezing

for a period of at least 48 hours after application.

24. Curing.—Each coat shall be protected from

drying rapidly from effects of intense sunlight or wind until it has sufficiently hardened to permit

sprinkling. Each coat shall be kept moist by sprinkling for at least three days following its application.

25. Back-plastered construction.—In back-plastered

construction the metal lath shall be attached directly to the face of the studs by an approved furring device and the mortar of the first or scratch coat applied

with sufficient force to push it through the openings

of the metal lath forming keys behind. The backplastering coat shall not be applied until the scratch coat has hardened sufficiently to prevent injuring the keys of the scratch coat. The back-plastered

coat shall not be less than one-half inch thick back

of reinforcement, composed of the same proportions

and materials as the scratch coat and shall be applied

from side to side of the hollow space between studs. The application of the browning and finish coats on

back-plastered construction is identical with other methods as previously given.

26. Open construction.—In open construction a

standard 15-pound asphalt-saturated roofing felt shall be applied directly on the outside face of the

studs being fastened by flat-headed roofing nails on

12-inch centers. Vertical laps shall be 12 inches and horizontal laps 6 inches over the lower course. Metal reinforcements shall be applied over the entire

surface, held in place by approved furring devices,

lapping at least 2 inches on all horizontal laps and at

least 6 inches on all vertical laps. All horizontal

laps between the studding shall have at least one tie with No. 18 annealed wire. All vertical laps shall occur on studding and shall be laced with No. 18 annealed wire. All metal reinforcement shaU be

returned around corners at least 16 inches. Corner

beads will not be permitted.

27. Finish coat.—The finish coat shall be of the

color and texture agreed upon by the owner and

architect. If prepared Portland cement stucco is used it shall be applied according to the manufacturer's specifications. If a field mix is used for the

finish coat it shall be applied in accordance with the

practice outlined here. In all cases the architect

will furnish samples of texture and color, which shall be inspected by all bidding contractors. A definite decision shall be arrived at as to color and texture

before bids are taken, in order that bidding shall be

done intelligently. Portland Cement Association, suggested specifica- tions for the application of Portland cement stucco on concrete block and tile walls. (The above-entitled standard includes construction requirements and in addition the following:)

MATERIALS

CEMENT

Portland cement shall conform to the require- ments of the latest standard specifications of the American Society for Testing Materials, A. S. T. M. C9 (see 516.11, p. 294).

AGGREGATE

Aggregate shall consist of clean sand or screenings

from crushed stone, graded from fine to coarse. For

the base coats (scratch and brown) all aggregates

shall pass the No. 8 sieve. Fineness of the aggre- gate for the finish coat should be such as to produce

the texture specified. (For the finish coat, aggre- gate may have to be finer than for the base coats, the degree of fineness depending upon the type of

finish desired. For some finishes it is desirable that

all of the material pass the No. 14 sieve, while for others up to 15 per cent may be retained on that

sieve.) All aggregate must be free from loam, silt, and vegetable matter.

HYDRATED LIME Hydrated lime shall meet the requirements of the standard specifications of the American Society for Testing Materials, A. S. T. M. C6 (see 517.2, p. 353),

and shall be used in quantity not to exceed one-fifth the volume of cement.

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STONE , SAND, AND CEMENTTTCOUS MATERIALS 516.3

WATER

Only water that is fit to drink shall be used. It must be free from oil, acids, alkali, and vegetable

matter. COLORING MATERIALS Only highest grade mineral pigments that are fully

guaranteed by the manufacturer to be unaffected by

Sme, cement, or weather shall be used as coloring matter and in amounts not to exceed 6 per cent of the weight of the cement. In job-mixed stucco proper

proportions to produce a desired shade shall be subject to the approval of the architect. A factoryprepared finish-coat stucco of the specified finish may

be used upon the approval of the architect. SURFACE FINISHES

It is recommended that the architect bring to his

client's attention the possibilities in Portland cement

stucco textures and colors. Samples of textures and

colors should be submitted by competent stucco

contractors and used as the basis for bids on the

particular project under consideration. The follow- ing paragraph indicates briefly some of the more

popular textures available, the number of finishes being limited only by the skill of the plasterer. COLONIAL The finishing coat, after being brought to a smooth, even surface and when slightly hardened

should be rubbed with a circular motion of the float with the addition of a little sand to roughen the

surface slightly. CALIFORNIA

This texture consists of a rough cast surface

partially smoothed by rubbing it with a piece of carpet or burlap before hardening has entirely taken

place. The effect will then be similar to the walls

of ancient adobe block covered with plaster, with the undulating surfaces revealing their contours. ITALIAN This is a rough-cast texture, spots of mortar being

thrown onto the floated finished surface in various amounts, irrespective of placing. The steel trowel

is then lightly run over the hillocks, troweling

smoothly in spots the variations in the surface. This treatment gives the effect of depth and beauty,

which may be further enhanced by the use of several

colors for polychrome effect.

ENGLISH COTTAGE

Small dabs of mortar, placed on the steel trowel, are feathered off the edge of the trowel in short upward strokes, to the right or left, in indefinite direction and to avoid the appearance of a design.

The irregular weaving can be varied by the amounts

of mortar used on the trowel, the length of the

strokes and the pressure applied, and constitute a very popular treatment adaptable to the smaller

residence. 516.3 CONCRETE AND MORTAR.

American Association of State Highway Officials, standard specifications for bridges and incidental

structures, 1928.CONCRETE MASONRY

(The full text of the specification for concrete masonry includes material relative to methods of storing, measuring, mixing, depositing, and curing

of concrete under varying conditions and for various

types.)

GENERAL

Concrete masonry shall consist of an approved

Portland cement, a fine aggregate, a coarse aggregate,

and water, mixed in the proportions specified for the various classes of concrete hereinafter designated.

CLASSIFICATION AND APPROXIMATE PROPORTIONS For the various concrete mixtures used in the work

the proportions of cement, fine aggregate, and coarse aggregate shall be determined from the strength

requirements for the particular class of work in question and from the particular limitations of the aggregate used and the consistency employed in the work.

As a basis for estimating and as a general indication

of the mixture employed, the following approximate,

classification of proportions is given

:

Class "A" concrete:

1 part Portland cement.

2 parts fine aggregate.

4 parts coarse aggregate passing a lH-inch opening. (For massive

sections or those lightly reinforced 2^-inch coarse aggregate may

be permitted. For concrete which is to be exposed to the action

of sea water the maximum size of coarse aggregate shall be 1 inch.) Class "B" concrete:

1 part Portland cement,

parts fine aggregate.

5 parts coarse aggregate passing a 2^-inch opening.

Class " C " concrete:

1 part Portland cement.

3 parts fine aggregate.

6 parts coarse aggregate passing a 3-inch opening.

Class "D" concrete (used for thin reinforced sections):

1 part Portland cement.

2 parts fine aggregate.

3 parts coarse aggregate passing a J4-inch opening. STRENGTH OF CONCRETE The above specified approximate proportions shall be varied, as may be directed by the engineer, to secure from test cylinders the following minimum

compressive strengths in pounds per square inch at the ages of 7 and 28 days:

Class of concrete 7 days 28 days

A 1, 300

1, 000

900

1, 700

2,200

1, 700

1, 500 2,800

B -

CD

LABORATORY AND FIELD CONTROL OF QUALITY

Frequent tests, both in the laboratory and field, shall be made of the concrete mixtures, and the pro- portions of fine aggregate, coarse aggregate, and

cement shall be varied in accordance with these

tests in order to produce the above specified compressive strengths.

The laboratory tests made to determine the mortar and concrete making qualities of aggregates

shall, in general, involve the use of these materials

in a surface-dried condition, and in the records and

reports of tests the quantities of aggregates shall be given for dry materials, either by weight or by

volume or both. Laboratory tests shall be made according to

A. S. T. M. C39. (See 516.0, p. 284.) Field speci- mens shall be made according to A. S. T. M. C31.

(See 516.0, p. 282.) ADJUDICATION OF COST OF CEMENT

To form a basis for bidding and for payment on

concrete, the cement required for any structure

shall be determined from the proportions as above

specified for the different classes of concrete employed and the total yardage placed. For this purpose the following approximate quantities shall furnish a basis:

301
516.3 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Table of materials for 1 cubic yard of compacted concrete

Class of con- Nominal Cement Weight of crete proportions sacks cement

Pounds A 1:2:4 6.3 592 B 1:2*4:5 5.2 489 C 1:3:6 4.5 423 D 1:2:3 7.3 686

If the contract price for concrete includes the

cost of cement and if the proportions as adopted for the work vary from those specified above, necessi- tating a change in the quantity of cement, the dif- ference in the cost of the work, based upon the

actual cost of the cement delivered at the bridge

site, shall be adjusted for or against the contractor, as the case may be. Changes in the proportion of fine to coarse aggre- gate shall not be cause for any adjustment in compensation except as such changes affect the quantity

of cement required. However, changes made at the contractor's request to permit the use of inferior aggregates shall not involve additional compensation for cement used.CONSISTENCY The quantity of mixing water to be used shall be

determined in each case by the engineer, and no

changes shall be made without his consent. In general, a mixture shall be used which contains the minimum amount of water consistent with the required workability. In general, the consistency of concrete mixtures

shall be such that:

1. The mortar clings to the coarse aggregate.

2. The concrete is not sufficiently fluid to segre- gate when transported to the place of deposit.

3. The concrete, when dropped directly from the

discharge chute of the mixer, shall flatten out at the

center of the pile, but shall stand up and not flow at the edges.

4. The mortar shall show no free water when

removed from the mixer.

5. The concrete shall settle into place when

deposited in the forms and, when transported in metal chutes at an angle of 30° with the horizontal,

it shall slide and not flow into place.

6. The upper layer of the set concrete shall show

a cement film upon the surface, but shall be free from laitance. RUBBLE OR CYCLOPEAN CONCRETE Rubble or Cyclopean concrete shall consist of either class B or class C concrete, as specified, in which is embedded large individual stones in accord- ance with the following requirements.

This class of concrete shall be used only in massive

piers, gravity abutments, and heavy footings, and

only with the approval of the engineer.

The stone shall be carefully placed (not dropped or

cast) and the method of placing shall be such as to avoid injury to the forms or to the partially set adjacent masonry. Stratified stone shall be placed

upon its natural bed. All stone shall be thoroughly

washed and saturated with water before being

placed.

The total volume of the stone used shall not be

greater than one-third of the total volume of the portion of the work in which it is placed. For walls or piers greater than 2 feet in thickness 1-man stone may be used. Each stone shall be completely surrounded by a layer of concrete not

less than 6 inches in thickness, No stone shall

extend above a point 1 foot below the top surface of any wall or pier nor shall it extend within less than

6 inches of any coping. For walls or piers greater than 4 feet in thickness

derrick stone may be used. Each stone shall be

completely surrounded by a layer of concrete not

less than 1 foot in thickness. No stone shall extend above a point 2 feet below the top surface of any wrall or pier nor shall it extend within less than 8 inches of any coping. EXPANSION JOINTS Expansion joints may be of the following types:

Friction joints, open joints, filled compression joints,

mortise joints, and special expansion joints. Friction joints, when of metal, shall be composed

of cast-iron or bronze plates, as noted on the plans.

Sliding surfaces shall be planed true and smooth,

the marks of the plane paralleling the movement of the joint. Expansion plates shall be well anchored,

as shown on the plans. All sliding surfaces of expansion plates shall be thoroughly coated with

graphite and grease just before being placed in posi- tion and special care taken to avoid placing concrete

in such manner as to interfere with their free action. Open joints shall be placed at locations designated on the plans and shall be formed by the insertion and

subsequent removal of a templet of timber, metal, or other suitable material. The method of insertion and removal of joint templets shall be such as to avoid the possibility of chipping or breaking down

at the edges, and the templets shall be so constructed

that their removal may be readily accomplished with- out injury to the work.

Filled compression joints shall be made with an

asphalt filler or premolded filler, the materials for which shall conform to "fillers," 505.15, American

Association of State Highway Officials. Mortise joints shall be as shown on the plans and,

in general, shall consist of a tenon of concrete or metal sliding in a suitable concrete or metal socket

or mortise. Concrete tenons in concrete mortise

sockets, brass or bronze tenons sliding in concrete

sockets, or metal tenons sliding in galvanized pipe

sockets may be specified. In any case, the construction shall be such as to permit freedom of movement

and such as to be, as far as possible, water-tight and

rustproof.

Special types of expansion joints may be used when so specified on the plans or ordered in writing

by the engineer.

Expansion joints through bridge floors preferably

shall be constructed with a waterproof flashing of copper or zinc to prevent the entrance of water into the joint. Such flashing shall be so arranged as to lead all drainage water to a point of discharge such

as will avoid any staining of the exposed concrete

surfaces. ORDINARY SURFACE FINISH The external surface of all concrete masonry shall be thoroughly worked during the operation of placing

by means of a broad-tined fork or a concrete spade

of an approved type. The working shall be such as

to force all coarse aggregate from the surface and

thoroughly work the mortar against the forms to produce a smooth finish free from water and air pockets or honeycomb. As soon as the concrete has set sufficiently to permit, the forms shall be carefully removed and

all depressions resulting from the removal of metal

ties and all other holes and rough places shall be

carefully pointed with a mortar of sand and cement

in the proportion which has been employed for the

particular class of concrete treated. The surface

film of all such pointed surfaces shall be carefully

removed before setting occurs. The surface shall then be given one of the following finishes:

302
STONE, SAND, AND CEMENTITIOUS MATERIALS 516.3

Class 1, surface finish.—As soon as the pointing has set sufficiently to permit it, the entire surface

shall be thoroughly wet with a brush and rubbed

with a No. 16 carborundum stone or an abrasive

of equal quality, bringing the surface to a paste. The rubbing shall be continued sufficiently to remove

all form marks and projections, producing a smooth

dense surface without pits or irregularities.

The material which, in the above process has

been ground to a paste, is now carefully spread or brushed uniformly over the entire surface and

allowed to take a "reset." The final finish shall be obtained by a thorough rubbing with a No. 30 carborundum stone or an abrasive of equal quality.

This rubbing shall continue until the entire surface

is of a smooth texture and uniform in color. After the final rubbing is completed the surface

shall be thoroughly drenched and kept wet for a

period of seven days, unless otherwise directed. Railing balusters and other precast members

which have been disfigured by the drip from the

abrasive shall be thoroughly cleaned by means of a dilute solution of muriatic acid. Class 2, surface finish.—After the pointing has set

sufficiently to permit it, the entire surface shall be

thoroughly wetted and rubbed with a No. 16 carborundum stone or an abrasive of equal quality

to bring the surface to a smooth texture and remove

all form marks. The paste formed by the rubbing,

as above described, may be finished by carefully

striping with a clean brush, or it may be spread

uniformly over the surface and allowed to take a

"reset," after which it may be finished by floating

with a canvas, carpet-faced or cork float or rubbed

down with dry burlap. TREATMENT AND FINISH FOR HORIZONTAL SURFACES NOT

SUBJECTED TO WEAR

All upper horizontal surfaces, such as the tops of handrail posts and caps and the tops of parapets,

copings, and bridge seats, shall be formed by placing an excess of material in the forms and removing or

striking off such excess with a wooden templet,

forcing the coarse aggregate below the mortar

surface. The use of mortar topping for concrete

railing caps and other surfaces falling under this

classification shall in no case be permitted.

The final finish for caps and railings shall be

obtained in one of the following ways, as specified:

Brush finish.—After the concrete has been struck

off as above described, the surface shall be thoroughly worked and floated with a wooden, canvas, or cork float, the operation to be performed by skilled and experienced concrete finishers. Before this

last finish has set, the surface shall be lightly

striped with a fine brush to remove the surface cement film, leaving a fine-grained, smooth but

sanded texture. Float finish.—In lieu of the above, the surface may be finished with a rough carpet float or other

suitable device, leaving the surface even, but

distinctly sandy or pebbled in texture. Ground or terrazzo finish.-—When specified, the upper surfaces of rail caps, parapets, etc., may be

finished by grinding with a carborundum stone or equally good abrasive to a smooth, dense, terrazzo

finish. Finishing of this character shall be done

as follows: Using a No. 16 carborundum stone or an abrasive

of equal quality, the surface shall be ground dry

or in water until it is smooth and the individual pebbles and aggregate particles are cut and polished.

The surface shall then be completely cleansed with water and the final rubbing done by means of a No. 30 stone. The finished surface shall present the texture of polished marble and shall show the

various aggregate particles in polished outline.

Other types.—Special types of rail cap finish, such

as tooled finish, sand-blasted finish, etc., shall be

done in accordance with the general requirements

governing "Special surface finishes," as hereinafter provided.

SPECIAL SURFACE FINISHES The above specified surface finishes are to govern

in ordinary concrete construction. When so specified, special surface finishes may be employed for ornamental panels, copings, and like construction. In general, the method and manner of performing

this work will be full}- provided for in the special

provisions for the particular work in question. In each case the contractor shall be required to prepare test or sample panels under the direction

of the engineer, and the method and manner of

finish,* the choice, and selection of the aggregate,

and other features affecting the work shall be

approved before'any further work is done. Following are typical general requirements for the principal types of special surface finishes: Tooled finish.—Finish of this character for panels

and other like work may be secured by the use of a bushhammer, pick, crandall, or other approved

tool. Air tools preferably shall be employed. No

tooling shall be done until the concrete has set for at least 14 days and as much longer as may be

necessary to prevent the aggregate particles from

being "picked" out of the surface. The finished surface shall show a grouping of broken aggregate

particles in a matrix of mortar, each aggregate

particle being in slight relief. Sand-blast finish.—The type of finish desired in this connection shall be similar to that above

described for tooled finish but finer grained in texture. The sand blasting must be done by means

of approved equipment and in such manner as to produce an even, fine-grained surface in which the mortar has been cut away, leaving the aggregate

particles exposed.

Wire brush or scrubbed finish.—This type of

finish shall be produced by scrubbing the surface of a green concrete with stiff wire or fiber brushes,

using a solution of muriatic acid in the proportion

of 1 part acid to 4 parts water. As soon as the forms are removed and while the concrete is yet

comparatively green the surface shall be thoroughly

and evenly scrubbed as above described until the cement film or surface is completely removed and

the aggregate particles are exposed, leaving an even

pebbled texture presenting an appearance grading

from that of fine granite to coarse conglomerate,

depending upon the size and grading of aggregate

used. Granite chips or colored aggregates may be

used in this connection if desired. As soon as the scrubbing has progressed sufficiently to produce the

texture desired the entire surface shall be thoroughly

washed with water to which a small amount of ammonia has been added, to remove all traces of the acid. American Railway Association, telegraph and tele- phone section, specification for communication

underground conduit construction, No. 1-C-l,

1927. (This specification contains requirements for concrete and materials used in concrete for underground work.)

(See 518.9, p. 483.) American Railway Engineering Association, specifications for Portland cement concrete, plain and

reinforced, 1927.

1. MATERIALS

CEMENT The cement shall meet the requirements of the

A. R. E. A. specifications for Portland cement,

303
516.3 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

which are the same as A. S. T. M. C9. (See 516.11,

p. 294.) FINE AGGREGATE

Fine aggregate shall consist of sand or other approved inert materials with similar characteristics, or a combination thereof, having clean, hard,

strong, durable, uncoated grains, and free from

injurious amounts of dust, lumps, soft or flaky

particles, shale, alkali, organic matter, loam or other deleterious substances.

GRADING

Fine aggregate shall range in size from fine to coarse within the limits indicated below, percent- age by weight:

Per cent Passing through No. 4 sieve 100 Passing through No. 50 sieve,{^ $

Passing through No. 100 sieve, when screened dry, not more

than - 6 Volume removed by sedimentation, not more than 3

ORGANIC IMPURITIES IN SAND

Natural sand which shows a color darker than the standard color when tested in accordance with

A. S. T. M. C40 (see 512.10, p. 213) shall not be used unless the concrete made with the materials and in the proportions to be used on the work is shown by tests to be of the required strength.

COARSE AGGREGATE

GENERAL Coarse aggregate shall consist of crushed stone, gravel, or other approved inert materials with

similar characteristics, or combinations thereof, having clean, hard, strong, durable, uncoated particles free from injurious amounts of soft friable, thin, elongated, or laminated pieces, alkali, organic, or other deleterious matter. SLAG Provided the contract specifically permits the use of crushed slag as a coarse aggregate, it shall be

air-cooled, blast-furnace slag, conforming to all the requirements for coarse aggregate specified in the above paragraph. The crushed slag shall weigh not

less than 70 pounds per cubic foot and shall be ob- tained only from such banks as have the approval

of the engineer. All slag used shall have seasoned

in the bank for a period of not less than one year,

unless, in the opinion of the engineer a shorter period is sufficient. GRADING

Coarse aggregate shall grade in size from fine to coarse, preferably within the following percentages, by weight:

Per cent Passing maximum size sieve not less than 95 Passing sieve one-half the maximum{°°* "TM~ $ Passing No. 4 sieve not more than 6 The maximum size of coarse aggregate shall be

not more than 3 inches and shall be not more than

four-fifths of the minimum clear space between

reinforcement bars or mesh.

MIXING WATER

Mixing water shall be free from oil, acid, and in- jurious amounts of vegetable matter, alkalies, or other salts.

STORAGE OF CEMENT AND AGGREGATES

Storing Cement The cement shall be stored in a weather-tight

structure with the floor raised not less than 1 foot from the ground, in such manner as to permit

easy access for proper inspection and identification

of each shipment. Cement that has hardened or

partially set shall be removed from the site and not

used in the work.

Storing aggregates The fine and coarse aggregates shall be stored separately and in such manner as to avoid the inclu- sion of dirt and other foreign material in the concrete. Coarse aggregate shall be unloaded and piled in such manner as to maintain the grading of the sizes. H. STEEL REINFORCEMENT

QUALITY

Steel rods or bars used for reinforcing shall con- form to the requirements of the A. R. E. A. "specifications for billet-steel concrete reinforcement bars." Structural steel shapes used for reinforcing shall conform to the requirements of the A. R. E. A.

"Specifications for steel railway bridges."

SIZE OF BARS Reinforcement bars shall conform to the areas and equivalent sizes shown on the following table:

Sizes and areas of reinforcement bars

Size of bar (inches)

Area (square inch) Round

bar Squarebar % .... 0.110

. 196 .306

.441

.601 .785

Vz - 0.250 M

%

7A

l 1.000

1.265

1. 562 m - w

DEFORMED BARS An approved deformed bar shall be one that will develop a bond at least 25 per cent greater than that

of a plain round bar of equivalent cross-sectional

area. The areas of deformed bars shall be deter- mined by the minimum cross section thereof. WIRE Wire for concrete reinforcement shall be cold-drawn

steel wire. SPIRAL

Spirals for column reinforcement shall be cold- drawn steel wire and consist of evenly spaced

continuous spirals held firmly in place and true to

line by at least three vertical spacer bars. At the ends of all spirals and at points of splice, the outside diameter shall be maintained.

m. WORKMANSHIP

PROPORTIONING AND MIXING

General The unit of measure shall be the cubic foot. Ninety-four pounds (one sack or one-fourth barrel) of cement shall be assumed as 1 cubic foot. MEASURING INGREDIENTS The method of measurement shall be such as to

secure the specified proportions in each batch. The

304
STONE, SAND, AND CEMENTITIOUS MATERIALS 516.3

aggregates shall be measured separately by volume

or weight. In volume measurement the fine ag- gregate and the coarse aggregate shall be measured

loose, as thrown into the measuring device, due

allowance being made for bulking. The water shall be so measured as to insure the desired quantity in successive batches.PROPORTIONING WATER-CEMENT RATIO The water-cement ratio is essentially equivalent

to the void-cement ratio. The proportioning of materials for the class of concrete specified or shown on the plans shall be

based on the requirements for a plastic and workable

mix containing not more than the amount of water

per sack (94 pounds) of cement for each class of concrete as follows:

Class of concrete compression strength, pounds per square inch,

(28 days)

Gallons of water per sack of cement

3,500 5.00

3,000 6.50

2, 500 6.25

2,000 7.00

1,500 8.00

These quantities of water must not be exceeded. Water in the aggregate must be included in the quantity specified and subtracted from the amount

added to the mixture.

Moisture in Aggregate Moisture in the aggregate shall be measured by

methods satisfactory to the engineer, which will give results within 1 pound for each 100 pounds of aggregate.

Workability The mixture shall be such as to produce concrete that can be worked readily into the corners and angles

of the foim and around the reinforcement without

excessive spading. The workability will be controlled by adding or deducting fine or coarse aggregate,

but in no case shall the amount of coarse aggregate

be such as to produce harshness in placing or honeycombing in the structure.54

Slump

The slump shall be within the following limits:

Slump

Type of work Mini- Maxi- mum mum

Inches Inches

1 3 Heavy walls, slabs, and beams 2 5 Thin walls, columns, etc 3 6 Pavements 1 3

Note.—The slump test is a relative test and serves as a guide to gage the consistency to meet the workability adopted as satisfactory

for special requirements.

51 That combination of fine and coarse aggregate which will produce

the desired workability will vary with the grading of the aggregates. Combinations of fine and coarse aggregate within the following limits

will ordinarily produce workable mixes: For three-fourths inch maximum size of aggregate

Not more than l

2 i parts of fine to 1 part of coarse, and Not less than two-thirds part of fine to 1 part of coarse. For 1 inch and over maximum size of aggregate

Not more than 1 part of fine to 1 part of coarse, and Not less than one-half part of fine to 1 part of coarse.

TESTS Duplicate copies of all test data taken by the contractor for the control of concrete shall be filed with

the engineer immediately after the data is obtained. The contractor shall furnish concrete for such test cylinders as the engineer may require. Four test cylinders shall be made for each 500

cubic yards of concrete deposited. On no job shall

less than four cylinders be made.

COMPRESSION TESTS Specimens for compression tests shall be made and

stored in accordance with A. S. T. M. C31. (See

516.0, p. 282.) These specimens shall be tested in accordance with A. S. T. M. C39. (See 516.0, p. 284.) MIXING

Machine Mixing

The mixing of concrete, unless otherwise authorized by the engineer, shall be done in a batch mixer

of approved type which will insure a uniform distri- bution of the materials throughout the mass, so that

the mixture is uniform in color and homogeneous.

The mixer shall be equipped with a suitable charging

hopper, water storage, and a water-measuring device

controlled from a case which can be kept locked and

so constructed that the water can be discharged only

while the mixer is being charged. It shall also be

equipped with an attachment for automatically lock- ing the discharge lever until the batch has been

mixed the required time after all materials are in the

mixer. The entire contents of the drum shall be

discharged before recharging. The mixer shall be

cleaned at frequent intervals while in use. The

volume of the mixed material per batch shall not

exceed the manufacturer's rated capacity of the

mixer.

Time of Mixing

The mixing of each batch shall continue not less than one minute after all the materials are in the

mixer, during which time the mixer shall rotate at

a peripheral speed of about 200 feet per minute.

Hand Mixing

When it is permitted to mix by hand, the mixing

shall be done on a water-tight platform of sufficient

size to accommodate men and materials for the progressive and rapid mixing of at least two batches of concrete at the same time. The batches shall not

exceed one-half cubic yard each. The materials shall be mixed dry until the mixture is of uniform color, the required amount of water added, and the mixing

continued until the batch is of uniform consistency

and character throughout. Hand mixing will not be

permitted for concrete deposited under water.

Retempering

The retempering of concrete or mortar which has

partially hardened—that is, remixing with or with- out additional cement, aggregate or water—will not

be permitted. DEPOSITING CONCRETE

Cleaning Equipment Before beginning a run of concrete, hardened concrete and foreign materials shall be removed from

the inner surfaces of the mixing and conveying

equipment.

General Before depositing any concrete, all debris shall be

removed from the space to be occupied by the concrete, all steel reinforcing shall be secured in its

305
516.3 STANDARDS AND SPECIFICATIONS FOB. NONMETALLIC MINERALS

proper location, all forms shall be thoroughly wetted,

except in freezing weather, unless they have been

previously oiled, and all form work and steel rein- forcing shall be inspected and approved by the

engineer.

Handling and placing Concrete shall be handled from the mixer to the

place of final deposit as rapidly as practicable by

methods which shall prevent the separation or loss of the ingredients. It shall be deposited in the forms as nearly as practicable in its final position to avoid rehandling. It shall be so deposited as to maintain, until the completion of the unit, a plastic surface approximately horizontal. Forms for walls or other thin sections of considerable height shall be

provided with openings or other devices that will permit the concrete to be placed in a manner that

will avoid accumulation of hardened concrete on the forms or metal reinforcement. Under no circumstances shall concrete that has partially hardened

be deposited in the work.

Chuting

When concrete is conveyed by chuting, the plant

shall be of such size and design as to insure a practically continuous flow in the chute. The angle of the chute with the horizontal shall be such as to allow the concrete to flow without separation of the

ingredients. The delivery end of the chute shall be

as close as possible to the point of deposit. When

the operation is intermittent, the spout shall dis- charge into a hopper. The chute shall be thoroughly

flushed with water before and after each run; the water used for this purpose shall be discharged outside the forms.

Compacting

Concrete, during and immediately after depositing, shall be thoroughly compacted by means of suitable tools. For thin walls or inaccessible portion of the forms, where rodding or forking is impracticable, the concrete shall be assisted into place

by tapping or hammering the forms opposite the

freshly deposited concrete. The concrete shall be

thoroughly worked around the reinforcement, and

around embedded fixtures and into the corners of the forms.

Removal of water Water shall be removed from excavations before concrete is deposited, unless otherwise directed by

the engineer. Any flow of water into the excavation

shall be diverted through proper side drains to a sump, or be removed by other approved methods

which will avoid washing the freshly deposited concrete. Water vent pipes and drains shall be filled by grouting or otherwise after the concrete has

thoroughly hardened.

Protection Exposed surfaces of concrete shall be protected

from premature drying for a period of at least seven days after being deposited.

Temperature Concrete when deposited shall have a temperature not below 50° F and not above 120° F. In

freezing weather suitable means shall be provided

for maintaining the concrete at a temperature not

lower than 50° F. for not less than 72 hours after placing or until the concrete has thoroughly har- dened. The methods of heating the materials and

protecting the concrete shall be approved by the

engineer. Salt, chemicals, or other foreign materials

shall not be mixed with the concrete for the purpose

of preventing freezing.

Continuous depositing Concrete shall be deposited continuously and as rapidly as practicable until the unit of operation,

approved by the engineer, is completed. Construction joints at points not provided for in the

plans shall be made in accordance with the provisions

in the section entitled "Construction joints" under

the heading "Joints" (below).

Depositing against other concrete Before depositing new concrete on or against concrete which has hardened, the forms shall be

retightened, the surface of the hardened concrete

shall be roughened as required by the engineer,

thoroughly cleaned of foreign matter and laitance,

and saturated with water. The new concrete placed

in contact with hardened or partially hardened

concrete shall contain an excess of mortar to insure bond. To insure this excess mortar at the juncture

of the hardened and the newly deposited concrete, the cleaned and saturated surfaces of the hardened

concrete, including vertical and inclined surfaces,

shall first be slushed with a coating of neat-cement

grout against which the new concrete shall be placed

before the grout has attained its initial set.

Depositing concrete under water GENERAL

When the depositing of concrete under water is authorized by the engineer the methods, equipment,

and materials to be used shall be submitted to and

approved by the engineer before the work is started. Concrete shall be deposited by a method that will prevent the washing of the cement from the mixture,

minimize the formation of laitance, and avoid flow

of water until the concrete has fully hardened. Concrete shall be placed so as to minimize segregation of materials. Concrete shall not be placed in water having a temperature below 35° F. INCREASING AMOUNT OF CEMENT

Concrete to be deposited under water shall contain one and three-fourths barrels (seven bags) or more of Portland cement per cubic yard of concrete in place.

COFFERDAMS

Cofferdams shall be sufficiently tight to prevent

flow of water through the space in which the concrete

is to be deposited. Pumping will not be permitted

while concrete is being deposited nor before it has

fully hardened. CONTINUOUS WORK

When depositing concrete under water is per- mitted, concrete shall be deposited continuously,

keeping the top surface as nearly level as possible,

until it is brought above the water, or to the required

height. The work shall be carried on with sufficient rapidity to prevent the formation of layers.

METHOD

One of the following methods of depositing concrete under water may be used:

(a) Tremie.—The tremie shall be water-tight and

sufficiently large to permit a free flow of concrete.

It shall be kept filled 55 at all times during depositing.

ts The tremie may be filled by one of the following methods: (1) Place the lower end in a box partly filled with concrete, so as to seal the bottom, then lower into position; (2) plug the tremie with cloth sacks or other material, which will be forced down as the pipe is filled with concrete; (3) plug the end of the tremie with cloth sacks filled with concrete.

306
STONE, SAND, AND CEMENTLTIOUS MATERIALS 516.3

The concrete shall be discharged and spread by

raising the tremie in such manner as to maintain as nearly as practicable a uniform flow and avoid

dropping the concrete through water. If the charge

is lost during depositing, the tremie shall be with- drawn and refilled.

(b) Drop-bottom bucket.—The bucket shall be

of a type that can not be dumped until it rests on the surface upon which the concrete is to be

deposited. The bottom doors when tripped shall open freely downward and outwaid. The top

of the bucket shall be open. The bucket shall be completely filled, and slowly lowered to avoid

backwash. When discharged, the bucket shall be withdrawn slowly until well above the concrete.

(c) Baps.—Bags of jute or other coarse cloth

shall be rilled about two-thirds full of concrete and

carefully placed by hand in a header-and-stretcher system so that the whole mass is interlocked.

LAITANCB

Great care shall be exercised to not disturb the

concrete more than is unavoidable when it is being

deposited under water in order to avoid the for- mation of laitance. On completing a section of concrete, the laitance shall be entirely removed

before work is resumed.FORMS

General Forms shall conform to the shape, lines, and

dimensions of the concrete as called for on the

plans. Lumber used in forms for exposed surfaces

shall be dressed to a uniform thickness, and shall be free from loose knots or other defects. Joints

in forms shall be horizontal or vertical. For unexposed surfaces and rough work, undressed lumber may be used. Lumber once used in forms

shall have nails withdiawn, and surfaces to be in contact with * concrete thoroughly cleaned, before being used again.

Design

Forms shall be substantial and sufficiently

tight to prevent leakage of mortar; they shall be properly braced or tied together so as to maintain

position and shape. If adequate foundation for shores can not be secured, trussed supports shall be provided.

Ties and Workmanship Bolts and rods shall preferably be used for internal

ties; they shall be so arranged that when the forms

are removed no metal shall be within 1 inch of any

surface. Wire ties will be permitted only on light

and unimportant work; they shall not be used

through surfaces where discoloration would be

objectionable. Shores supporting successive stories shall be placed directly over those below, or so designed that the load will be transmitted directly to them. Forms shall be set to line and grade and

so constructed and fastened as to produce true

lines. Special care shall be used to prevent bulging.

Molding Unless otherwise specified, suitable moldings

or bevels shall be placed in the angles of forms

to round or bevel the edges of the concrete.

Oiling Forms The inside of forms shall be coated with nonstaining mineral oil or other approved material or thoroughly wetted (except in freezing weather).

Where oil is used, it shall be applied before the reinforcement is placed.

Temporary Openings

Temporary openings shall be provided at the

base of column and wall forms, and at other points

where necessary to facilitate cleaning and inspection immediately before depositing concrete.

Eemoval Forms shall not be disturbed until authorized

by the engineer. Shoring shall not be removed

until the member has acquired sufficient strength

to safely support its weight and the load upon

it. Members subject to additional loads during

construction shall be adequate^ shoied to support

both the member and construction loads in such

a manner as will protect the member from damage

by the loads; this shoring shall not be removed

until the member has acquired sufficient strength to

safely support its weight and the load upon it. METAL KEINFORCEMENT

Cleaning Metal reinforcement, before being positioned,

shall be thoroughly cleaned of mill and rust scale and of coatings that will destroy or reduce the bond. Reinforcement appreciably reduced in section

shall be rejected. Where there is delay in depositing concrete, reinforcement shall be reinspected

and, when necessary, cleaned.

Bending

Reinforcement shall be carefully formed to the dimensions indicated on the plans. Cold bends

shall be made around a pin having a diameter of three or more times the least dimension of the reinforcement bars for steel of structural grade

and six or more times that for steel of intermediate

or hard grade.

Straightening Metal reinforcement shall not be bent or straightened in a maimer that will injure the material. Bars with kinks or bends not shown on the plans

shall not be used. Heating of reinforcement will be permitted only when the entire operation is approved by the engineer.

Placing Metal reinforcement shall be accurately positioned, and secured against displacement by using annealed iron wire of not less than No. 18 gage or

suitable clips at intersections, and shall be supported

by concrete or metal chairs or spacers, or metal

hangers, unless otherwise shown on the plans.

The minimum clear distance between parallel bars

shall be one and one-half times the diameter of round bars or one and one-half times the diagonal

of square bars, and bars parallel to the face of any

member shall be embedded a clear distance of not

less than 1 inch from the face.

Splicing Wherever it is necessary to splice the reinforce- ment otherwise than as shown on the plans, the

character of the splice shall be decided by the

engineer on the basis of safe bond stress and the

stress in the reinforcement at the point of splice. Splices shall not be made at points of maximum

stress nor shall adjacent bars be spliced at the same point.

Splices in columns, piers, and struts shall provide

sufficient lap to transfer the stress by bond,

307
516.3 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Future Bonding

Exposed reinforcement bars intended for bonding

with future extensions shall be protected from

corrosion.

Protective Concrete Covering MOISTURE PROTECTION

Metal reinforcement in wall footings and column

footings shall have a minimum covering of 3 inches

of concrete. At surfaces of concrete exposed to the weather, metal reinforcement shall be pro- tected by not less than 2 inches of concrete.

JOINTS

General Instructions given on the plans, in the detailed

specifications or schedule governing the work as to location and construction of joints, shall be strictly followed. When the structures or portions of the structures are designed to be monolithic, they shall be cast

integrally, except as hereinafter modified.

Construction Joints

(a) When necessary to provide construction

joints not indicated or specified, such joints shall be

located and formed so as not to impair the strength

and to least impair the appearance of the structure. Where conditions require, the joints shall be rein- forced as directed by the engineer in order to secure the necessary bond strength. Horizontal construction joints shall be prepared at the time the work is interrupted by thoroughly roughening the surface and providing keys or mortises, or by means of steel dowels set substantially at right angles to the plane

of the joint.

(6) To prevent laitance in horizontal joints, excess water shall be removed from the surface forming

the joint after depositing the concrete. Surfaces of contact shall be cleaned and wetted before depositing is resumed, and any laitance shall be removed.

(c) Where girders, beams, and slabs are designed

to be monolithic with walls and columns they shall not be cast until four hours after completion of the

walls or columns in order to permit of shrinkage or settlement. In case the columns are structural

steel incased in concrete, the lapse of time to allow

for shrinkage or settlement need not be observed.

Joints in Columns Joints in columns shall be made at the underside

of the floor. Haunches and column capitals shall be considered as part of and to act continuous with

the floor. At least two hours must elapse after depositing concrete in the columns or walls before depositing in beams, girders, or slabs.

Joints in Floors Construction joints in floors shall be located near

the middle of spans of slabs, beams, or girders unless a beam intersects a girder at this point, in which

case the joints in the girders shall be offset a distance equal to twice the width of the beam. Adequate

provision shall be made for shear by use of inclined reinforcement.

Expansion Joints At all expansion joints, the structure adjacent to the joint shall preferably be supported on separate

columns or walls. Reinforcement shall not extend

across an expansion joint; the break between the two sections shall be complete. Exposed edges of expansion joints in walls or abutments shall be

rounded. Exposed expansion joints between two

distinct concrete members shall be filled with an

elastic joint filler of an approved quality,

Sliding Joints The seat of sliding joints shall be finished to a

smooth, plain surface and allowed to harden.

Water-tight Construction Joints Where construction joints are required to be watertight the method of construction shall be as follows:

(a) Horizontal joints shall be constructed by forming a continuous keyway in the lower portion of concrete before the concrete has hardened. Before

placing the superimposed concrete the joint shall be

thoroughly cleaned of laitance or other foreign material, saturated with water and coated with neat- cement grout. The superimposed concrete shall be

placed in such a manner as will insure an excess of mortar over the entire surface of the joint.

(6) Vertical joints shall be made by a noncorrosive

metal waterstop approved by the engineer. WATERPROOFING

General Concrete required to be water-tight shall be made

with strict adherence to all provisions in these

specifications regarding the choice of materials,

proportions, consistency, mixing, placing, protection,

and workmanship.

Types

(a) Specification for membrane waterproofing on

solid floor railway bridges may be found in the American Railway Engineering Association Manual,

under Iron and Steel Structures.

(b) Integral compounds shall not be used for waterproofing unless specifically authorized by the

engineer. CONCRETE IN SEA WATER

Proportions Plain concrete in sea water from 2 feet below low

water to 2 feet above high water, or from a plane

below to a plain above wave action, shall contain a minimum of 1% barrels (7 bags) of Portland cement

per cubic yard in place. Other plain concrete in sea water or exposed directly along the sea coast

shall contain a minimum of \\{ barrels (6 bags) of Portland cement per cubic yard in place. Porous or weak aggregates shall not be used.

Depositing in Sea Water Sea water shall not be allowed to come in contact with the concrete until it has hardened for at least four days. Concrete shall be placed in such a manner as to minimize the number of horizontal or

inclined seams or work planes. The placing of concrete between tides shall be, so far as possible, a

continuous operation. Concrete shall be deposited

in sea water only when so directed by the engineer.

Protecting Concrete in Sea Water In concrete exposed to sea water the metal reinforce- ment shall be placed not less than 3 inches from any

plane or curved surface, and at corners it shall be not

less than 4 inches from adjacent surfaces. Metal

chair supports or ties shaU not extend to the surface

of the concrete. Where severe climatic conditions

or severe abrasions are anticipated, the face of the

concrete from 2 feet below low water to 2 feet above

high water, or from a plane below to a plane above wave action shall be protected by stone of suitable

quality, dense vitrified shale brick as designated on

the plans or as required by the engineer, or in special cases the protection may be creosoted timber. CONCRETE IN ALKALI SOILS OR WATERS

Proportions Concrete in alkali waters or below ground line of

alkali soils shall contain a minimum of 1% barrels

(7 bags) of Portland cement per cubic yard in place.

308
STONE, SAND, AND CEMENTITIOUS MATERIALS 516.3

Placing Concrete in alkali soils or waters shall be placed in such a manner as to minimize the number of horizontal or inclined seams, or work planes.

Protection Metal reinforcement or other corrodible metal

shall not be placed closer than 2 inches to the sur- face of members exposed to alkali soils or waters. In foundations and in heavy structures the metal

reinforcement shall not be placed closer than 3 inches

to the surface. SITKFACE FINISH

General

(a) The requirements in these specifications

applying to forms, mixing, conveying, and depositing concrete shall be followed unless modified by the plans or by the direction of the engineer.

(b) The" whole of an exposed surface between pre- scribed construction limits shall be cast in one con- tinuous operation. Construction and expansion

joints, when not shown on the plans, shall be made

as directed by the engineer, and shall be true to

line with sharp unbroken edges.

(c) The same brand of cement and the same kind

and size of aggregate shall be used throughout the whole of any exposed surface.

(d) For exposed surfaces the forms shall be smooth

and water-tight. If of wood, the boards shall be planed to a uniform thickness evenly matched with

tongue and groove and tightly placed. They shall be so constructed that they can be removed without

hammering or prying against the concrete. All

offsets or mismatching of the boards shall be dressed to a smooth surface and all openings and cracks pointed flush with clay or plaster of Paris to prevent

leakage and the formation of fins.

(e) The concrete for exposed surfaces shall be so mixed, placed, and worked with a spading tool that the aggregate is uniformly distributed and a full sur- face of mortar brought against the form, free from

air pockets and void spaces. If the finish is to be one that will expose the coarse aggregate, either by

scrubbing, tooling, sand-blasting, or acid treatment,

then after the full surface of mortar has been worked

against the form, the coarse aggregate shall be spaded

against the form to secure a uniform distribution at the face and a uniform texture of the exposed aggre- gate in the finished surface.

(/) The forms shall be removed from exposed sur- faces as soon as the proper setting of the cement will permit, all fins and other projections carefully re- moved and offsets leveled; all voids and damaged

places shall be immediately saturated with water,

filled with a mixture of the same composition as the concrete and smoothed even with the surface with a wooden float or spatula. A steel trowel shall not be used for this purpose. Plastering and brush

coating will not be permitted. The surface shall be

finished free from streaks, discolorations, and other

imperfections.

lg) Whenever the forms are removed before the

concrete has properly set, the surface shall be immediately wetted and kept wet for not less than

three days.

Top Surfaces Not Subject to Wear Top surfaces not subject to wear shall be smoothed

with a wood float and be kept wet for at least seven

days. Care shall be taken to avoid an excess of water in the concrete, and to drain or otherwise

promptly remove any water that comes to the surface. Dry cement, or a dry mixture of cement and

sand, shall not be sprinkled directly on the surface.

Wearing Surface Finish

1- COURSE WORK

Aggregates for the wearing surface in 1-course work shall have a high resistance to abrasion, and

shall be screened and when necessary thoroughly

washed. The least quantity of mixing water that

will produce a dense concrete shall be used. The

mix shall not be leaner than 1 part of Portland cement and ZYi parts of aggregate. The surface

shall be screeded even and finished with a wooden

float. Excess water shall be promptly drained or otherwise removed. Overtroweling shall be avoided.

2-COURSE WORK

The wearing surface in 2-course work shall be

placed within one-half hour after the base course. Where the wearing surface is required to be applied

to a hardened base course, the latter shall be pre- pared by roughening with a pick or other effective

tool. The roughened surface shall be thoroughly

saturated with water and covered with a thin layer

of neat cement paste immediately before the wearing surface is placed. The wearing course shall not

be thinner than 1 inch.

CURING

Concrete wearing surfaces of roads and pavement

made in accordance with the two previous para- graphs shall be kept wet for at least 21 days.

Decorative Finishes RUBBED FINISH Immediately after the forms are removed and all voids filled, the surface shall be thoroughly wetted

and rubbed with carborundum brick, or other abrasive, to a smooth, even finish of uniform appearance

without applying any cement or other coating.

SCRUBBED FINISH The forms shall be removed while the concrete is

still green and the surface scrubbed with stiff fiber or wire brushes, using water freely, until the aggregate

is uniformly exposed to the desired extent. The

whole surface shall then be thoroughly washed with

clean water. If portions of the surface have become

too hard to scrub to equal relief , or the film of cement

is not removed from the surface of the exposed

aggregate, diluted hydrochloric acid (1 part acid to

4 parts water) may be used to facilitate the scrubbing. All traces of the acid shall be thoroughly

removed with clean water.

SAND-BLAST FINISH

In preparing the surface for a sand-blast finish, the

concrete face shall be permitted to attain an inter- mediate degree of hardness; it shall then be air blasted with hard sand until the aggregate is in uniform relief. TOOLED FINISH The surface shall first be permitted to become dry

and hard, and then dressed with tools, as called for, to a uniform texture and even face.

SAND-FLOATED FINISH The form shall be removed before the surface has

fully hardened; the surface shall be rubbed with a wooden float by a uniform circular motion, fine sand

being rubbed into the surface until the resulting

finish is even and uniform.

309
516.3 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

ACID-TREATED FINISH

After the forms are removed and all voids filled, the surface shall be washed with commercial

hydrochloric or nitric acid, diluted with water to a strength such that the bonding of the cement is not broken beyond the required depth. The

solution shall be applied with stiff vegetable fiber brushes and the surface scrubbed until the aggre- gate is exposed to the desired extent. All traces

of the acid shall then be quickly and completely

washed off with water to prevent further action and permanent discoloration of the surface.

COLORED PIGMENT FINISH

Mineral pigment when used shall be thoroughly

mixed dry with the cement and fine aggregate;

care shall be taken to secure a uniform tint throughout.

IV. DESIGN

GENERAL ASSUMPTIONS The design of reinforced concrete members under

these specifications shall be based on the following

assumptions:

(a) Calculations are made with reference to working stresses and safe loads rather than with

reference to ultimate strength and ultimate loads.

(6) A plane section before bending remains

plane after bending, shearing distortions being

neglected.

(c) The modulus of elasticity of concrete in compression is constant within the limits of working stresses and the distribution of compressive

stress in beams is rectilinear.

{d) The moduli of elasticity of concrete in computations for the position of the neutral axis, for the resisting moment of beams, and for compression

of concrete in columns, are as follows:

(1) One-fifteenth that of steel, when the compressive strength of the concrete at 28 days exceeds

1,500 and does not exceed 2,200 lbs. /in.2. (2) One-twelfth that of steel, when the compressive strength of the concrete at 28 days exceeds

2,200 and does not exceed 2,900 lbs./in.2

. (3) One-tenth that of steel, when the compressive strength of the concrete at 28 days is greater than 2,900 lbs./in. 2

. (e) In calculating the moment of resistance of reinforced concrete beams and slabs the tensile resistance of the concrete is neglected.

(f) The bond between the concrete and the metal reinforcement remains unbroken throughout

the range of working stresses. Under compression

the two materials are therefore stressed in proportion

to their moduli of elasticity.

(g) Initial stress in the reinforcement due to contraction or expansion of the concrete is neglected,

except in the design of reinforced concrete columns. American Railway Engineering Association, specifications for buildings for railway purposes, 1926. MORTAR FOR USE IN BRICKWORK

(See A. R. E. A. specification for brickwork,

518.83, p. 475.) American Railway Engineering Association, specifications for buildings for railway purposes, 1926. MORTAR FOR CEMENTING PIPE JOINTS

(See specification for sewers and drainage,

518.67, p. 453.) American Railway Engineering Association, speci- fications for buildings for railway purposes, 1926.

MORTAR FOR USE WITH CONCRETE

ARCHITECTURAL STONE

(See A. R. E. A. specification for concrete archi- tectural stone, 516.4, p. 319.) American Railway Engineering Association, specifications for buildings for railway purposes, 1926. MORTAR FOR USE IN STONE MASONRY

(See A. R. E. A. specification for stone masonry

and cut-stone work, 518.89, p. 478.) American Railway Engineering Association, speci- fications for buildings for railway purposes, 1926. MORTAR FOR USE WITH ARCHITECTURAI TERRA

COTTA

(See A. R. E. A. specification for architectural

terra cotta, 534.24, p. 620.) American Railway Engineering Association, specifications for buildings for railway purposes, 1926. MORTAR FOR USE WITH CLAY HOLLOW TILE

(See A. R. E. A. specification for clay hollow tile, 534.22, p. 614.) American Society for Municipal Improvements,

standard specifications for sewers, 1927. CONCRETE

(See 518.67, p. 453). American Society for Municipal Improvements,

standard specifications for sewers, 1927. MORTAR

(See 518.67, p. 453.) Associated Tile Manufacturers, basic specification

for tile work.CONCRETE AND MORTAR

(See 534.20, p. 594.) Common Brick Manufacturers' Association of America, specifications and general schedule of a

brick house. < MORTAR

Lime mortar shall consist of 1 part slaked'lump

lime, or 1 part hydrated lime to 2)4 parts of sand by

volume.

Cement-lime mortar shall consist of 1 part lime as above and 1 part Portland cement to 6 parts sand

by volume. Mix sand and cement together dry.

Cement mortar shall consist of 1 part Portland cement to 3 parts of sand by volume to which may

be added lime in the proportion of 1 part of lime to

7 parts of Portland cement. Grout for basement paving shaU be mixed of the same material in the same proportion as specified

for cement mortar mixed to a thin consistency so that it wiU run down to the bottom of the joints.

Natural cement when used instead of Portland cement in above mortars shall be properly proportioned in accordance with the directions of the manufactures.

All mortar containing cement shall be mixed im- mediately before it is required for use, and no such mortar shall be used after initial set has taken place. Concrete Reinforcing Steel Institute, specifications

for reinforced concrete in structures, 1928.

Section 1. DEFINITION OF TERM

The term "reinforced concrete" shall be understood to mean an approved concrete mixture in which steel bars of suitable area and shape are

310
STONE, SAND, AND CEMENTITIOUS MATERIALS 516.3

embedded for the purpose of acting with the concrete in resisting stress.

Section 2. DRAWINGS

The plans accompanying these specifications shall show typical details of all reinforced concrete construction. Detailed drawings showing number and

location of bars, including complete bar lists and

bending diagrams, shall be prepared by the contractor and submitted in duplicate form to the

architect 1 f approvai One copy of such

engineer J Vl rj

approved drawings will be retained by him as a per- manent record.

Section 3. DEFINITIONS

Aggregate.—Inert material which is mixed with

Portland cement and water to produce concrete;

in general, aggregate consists of sand, pebbles,

gravel, crushed stone, or similar materials. Anchorage.—The embedment in concrete of a

portion of a reinforcement bar, either straight or with hooks, designed to prevent pulling out or slip- ping of the bar when subjected to stress. Concrete.—A mixture of Portland cement, fine aggregate, coarse aggregate, and water. (See

Mortar.)

Consistency.—A general term used to designate the relative plasticity of freshly mixed concrete or mortar. Crushed stone.—Bedded rock or bowlders, which

have been broken by mechanical means into frag- ments of varying shapes and sizes. Deformed bar.—Reinforcement bars with closely

spaced shoulders, lugs, or projections formed inte- grally with the bar during rolling so as to firmly engage the surrounding concrete. Gravel.—Rounded particles larger than sand result- ing from the natural disintegration of rocks. (See

Sand.)

Laitance.—Extremely fine material of little or no

hardness which may collect on the surface of freshly

deposited concrete or mortar, resulting from the use

of excess mixing water, and usually recognized by its relatively fight color. Mixed aggregate.—A combination of sand and

crushed stone, sand and pebbles, or sand and gravel. Mortar.—A mixture of Portland cement, fine aggregate, and water. (See Concrete.)

Plain concrete.—Concrete without metal rein- forcement.

Portland cement.—The product obtained by finely

pulverizing clinker produced by calcining to incipient fusion an intimate and properly proportioned mixture

of argillaceous and calcareous materials, with no

additions subsequent to calcination excepting water and calcined or uncalcined gypsum.

Sand.—Small grains resulting from the natural

disintegration'of rocks. (See Gravel.)

Screen.—A metal plate with closely spaced circular perforations. (See Sieve.)

Sieve.—V/oven-wire cloth with square openings.

(See Screen.)

Section 4. CONCRETE MIXTURES

Concrete in reinforced concrete construction when

mixed in the following proportions, stated by volume,

with aggregates which are clean and structurally

sound, with water-cement ratios as indicated, shall be assumed to develop a laboratory cylinder compressive strength at an age of 28 days as follows:

Assumed strength of concrete mixture PLASTIC CONCRETE

Water-cement

gallons per 94- pound sack of cement

Approximate mix volume of Portland

L cli It. 11 L LU j Hill of separate volumes of fine and coarse aggregate as measured dry

Assumed

compressive

strength at 28 days (in pounds per square inch)

m- 1-7 1-6 1-5X 1-4H

1, 500 2,000

2,500 3,000 m

6%

6 MODERATELY WET CONCRETE

&A 1-6M

1-5V2 l-M

1-4

1,500 2,000

2,500

3, 000

7V2 - m6.

In interpreting the above table, water, or moisture

contained in the aggregate must be included in the mixing water in computing the water-cement ratio.

(a) In no case shall concrete for any assumed

strength be placed with a watei -cement ratio exceeding that shown. Where the aggregates are such that

the mixes shown do not produce proper workability

with the given water-cement ratio, the mixes shall be changed, but not the water-cement ratios.

(6) The graded sizes of the combined aggregate

shall be such that when separated on a No. 4 stand- ard square-mesh sieve, the amount retained shall not be less than the amount passing, nor more than twice

the amount passing.

(c) The structural plans show the proposed

strength of concrete to be used, and the water-cement

ratio necessary to produce that strength is indicated above. The water required in all cases includes that contained in the aggregates.

(d) When the above table is not used the strength

of concrete must be predetermined. The strength used to carry out the design will be assumed to be

equal to 80 per cent of the strength determined by

tests conforming to the requirements of section 7. These tests must be sufficient in number to satisfy the as to their reliability. Tests must

be continued throughout construction work. No

concrete placing may proceed under this paragraph

without an order in writing from the approving the mixes to be used.

Section 5. QUALITY OF MATERIALS

All materials used in the work covered by this specification shall conform to the following require- ments when tested. Such tests shall be made in accordance with the standard method of test, covering the particular material under consideration, of the American Society for Testing Materials

in effect on the date of the adoption of these regulations by the and shall be made by competent persons.

(a) Steel. —New billet reinforcing steel is to be of intermediate grade, and shall conform to the specifi- cations of the American Society for Testing Materials, serial designation A 15-14. Material for spiral

hooping shall have a yield point of not less than

that required for intermediate grade steel.

(b) Cement.—Portland cement shall conform to the standard specifications and tests for Portland

100925°—30 21 311
516.3 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

cement of the American Society for Testing Materials

(serial designation C9-26).

(c) Sand.—All sand used for concrete aggregate

shall be clean, sharp, and hard, containing not over

2 per cent of clay or loam and free from organic matter. It shall be graded from fine to coarse, but no material retained on a No. 4 standard square- mesh sieve shall be considered sand.

(d) Crushed stone or gravel.—All crushed stone or gravel for concrete aggregate shall be clean and hard,

free from soft particles, and shall all be retained on a No. 4 standard square-mesh sieve. For beams,

columns, solid slabs, flat slabs, and medium-sized

sections, the maximum size of coarse aggregate shall consist of particles passing a 1-inch square-mesh

sieve. For mass concrete, or for large reinforced concrete footings, the maximum size of coarse aggre- gate shall consist of particles passing a 2-inch square- mesh sieve. For joists, thin slabs, thin or orna- mental sections, or where fireproofing only is required, the maximum size of coarse aggregate shall consist

of particles passing &- one-half inch square-mesh

sieve. In all cases where sizes of coarse aggregate

are specified, there shall be a 5 per cent oversize allowed, larger than any specified maximum, and a

10 per cent undersized allowed, smaller than any

specified minimum.

(e) Mixed aggregates.—All mixed aggregate used

for concrete shall consist of a uniform mixture of sand and broken stone, sand and pebbles, or sand

and gravel of such composition that when separated on a No. 4 standard square-mesh sieve the amount

retained shall not be less than the amount passing, nor more than twice the amount passing. Material

retained on a No. 4 standard square-mesh sieve shall conform to the specifications for "Crushed stone or gravel" and all passing to that for "Sand."

(/) Water.—Clean water, free from strong acids,

alkalis, or organic materials shall be used in all concrete.

(g) Integral compounds.—Integral compounds to be used in concrete must first be approved by the

Section 6. PROPORTION OF INGREDIENTS AND

MIXING CONCRETE

Concrete mixtures shall be designed according to the water-cement ratio theory to give the required

strength as called for in the design and as required

under section 4. (a) The builder superintendent shall keep proper

sieves at the work and shall test materials whenever

necessary or required, and shall be responsible at all times for the proper gradation of the aggregate and

field control of the concrete.

(b) The methods of measuring materials shall be such that the proportions of concrete materials and

water can be accurately controlled and easily

checked during the progress of the work. The

proportions of materials shall be such that they

will not produce harshness in placing or honeycombing in the structure.

(c) The superintendent shall furnish a standard slump cone and will make frequent tests of the consistency of the concrete mixture as poured. The consistency shall be such as to pro- duce a mixed concrete that can be puddled readily

into the corners and angles of the forms and around

reinforcement without excess of spading and with- out segregation or undue accumulation of water or

laitance on the surface. This consistency shall be maintained at all times, but, while the mix must be workable, sufficient cement shall be used to provide

the strength for which the mixture was designed as

specified in section 4. (d) No materials or liquids other than those con- forming to the material specifications herein incorporated shall be used in concrete except when

written permission is given by the . (e) Mixing concrete.—All mixing shall be done by

machine if the total amount of concrete exceeds 50

cubic yards.

(J) The use of mechanical devices such as are approved by the to regulate automatically the water-cement ratio or to control the bulking of the aggregates is consistent with the provisions of these specifications.

(g) The use of central mixing plants is also consistent with the provisions of these specifications.

Such provisions as apply to quality of materials,

proportion of ingredients, mixing concrete, and

placing concrete apply in their entirety to such

plants. Where the interval between mixing and

final placement in forms does not exceed 45 minutes,

their use is not further restricted.

(h) The concrete shall be mixed until there is a uniform distribution of the materials, and the mass

is uniform in color, and homogeneous. In machine

mixing, only batch mixers of one-sack capacity or greater shall be used. Each batch shall be mixed

at least one minute after all the materials are in the mixer and the mixer must be completely discharged

before recharging.

(i) All concrete shall be placed immediately after mixing, and any concrete having a partial set before placing shall not be used in any portion of the work

and shall not be returned to the mixer.

Section 7. TESTS

The contractor will be required to take test cylinders at the direction and under the supervision

of the superintendent. These will be

tested at the end of 7 days or 28 days, and the aver- age ultimate unit compressive strength of the cylin- ders from each section of the structure must equal the strength for which the concrete was designed. All

tests shall be made in accordance with the standard

methods of making compression tests of concrete of the American Society for Testing Materials, serial designation C39. (See 516.0, p. 284.) In case of 7-day tests the average strength must equal that given in the following table:

Assumed ulti- mate compressive strength

of concrete at age of 28 days

Assumed ulti- mate compressive strength

of concrete at age of 7 days

Lbs./in.1

1, 500

2, 000 2,500

3, 000

Lbs./in.' 800

1, 100 1,400

1, 800

(a) In case of 7-day test, if the specimens fail to pass the above values, additional cylinders shall be retained for a test at the age of 28 days. If the additional tests indicate concrete of materially lower strength than that specified, the may require load tests of the structure itself. (6) Samples shall be tested in the form of a

cylinder 6 inches in diameter by 12 inches long or 8 inches in diameter by 16 inches long. Section 8. CENTERING, FORMS AND CONDUITS

All forms shall be built of sufficient strength and

rigidity; and be thoroughly braced to safely support

the loads which may come upon them during the course of construction without undue deflection. They shall have tight joints to prevent any appreci- able part of the concrete mixture from escaping.

Wooden forms, when used, shall be of dressed lumber.

312
STONE, SAND, AND CEMENTITIOUS MATERIALS 516.3

(a) In the case of column or wall forms, a suitable means shall be provided to permit the forms to be

thoroughly cleaned, and immediately before the

concrete is placed, all chips, ice, and other foreign material shall be removed. In the case of wooden

forms, an opening shall be left in the bottom for cleaning the forms and adjusting the steel and

these openings shall not be closed until the concrete is about to be placed.

(b) Side forms for beams, girders, walls, or columns shall not be removed within 6 days after placing concrete except in cases where such forms

do not carry any vertical load, when they may be

removed 24 hours after placing concrete.

(c) If ample shores are used to carry the full weight of the horizontal members, supporting

member forms and removable steel tile may be

removed as soon as the concrete has set hard, but in no case less than 24 hours after placing concrete.

{d) Before removing the shores under any hori- zontal member, the supporting member shall be

stripped so that it may be examined on all sides.

(e) The minimum time which shall elapse before removing the shores or centering will vary with the

design and conditions of the weather, but in no

case shall be less than 15 days under ideal curing

conditions.

(/) (See note.) Note.—A clause should be inserted at this point specifying the

actual dates between which this minimum time of removal of shores may be permitted. For the latitude of New York and Chicago, the

dates of April 1 and November 15 are suggested. This clause should

also properly state a longer minimum period for removal of forms during the winter between the critical dates. A minimum of 25 days

is suggested for the latitudes of New York and Chicago.

(g) During the period mentioned in subparagraph

( /) no forms may be removed in less than specified

time unless permission is first obtained in writing

from the to remove forms in less than

the time specified herein. This permission will only

be given in case conditions warrant such action,

and provided that in the opinion of the proper precautions are being taken, and that responsibility for accidents is assumed by the contractor. In no case, however, shall shores be removed in less than 10 days during the summer period above stated.

(h) The times given above are minimum times in

all cases, and in no case shall shores be removed

before the concrete is set hard and has sufficient strength to safely carry its own weight and all additional loads upon it or about to be put upon it. (i) The builder, or his representative in charge of concrete construction, shall always be present during

the removal of forms and shores, and shall personally

be responsible for the safety of this operation at all times and under all conditions. During the winter

months, no shores shall be removed until portions of the concrete have been chipped off, removed to a warm place, and tested for frost or ice. 0) Electrical conduits or other pipes built in concrete construction shall not be of such character

or so located as to reduce the strength of the construction. Conduits less than 1 inch in diameter

will not be regarded as reducing the strength of concrete in compression, but when larger conduits

are placed, special provisions must be made to

distribute the stresses.

Section 9. PLACING OF REINFORCEMENT

Shop drawings, as specified in section 2, shall be

submitted to the for approval before beginning fabrication of reinforcing materials. It

is recommended that bars be shop fabricated. All reinforcing steel must be placed in accordance with

the following requirements:

(a) Bars shall be clean and sound.—Metal rein- forcement before being placed shall be free from

loose rust scale, grease, clay, or other coatings or

foreign substances that will destroy or reduce the bond. Steel bars shall not be bent or straightened

in a manner that will injure the material. Bars

with kinks or bends not shown on the plans shall not be used.

(b) Bars shall be formed to correct dimensions.—

Reinforcement shall be carefully formed to the di- mensions indicated. Lengths, depths, and radii as shown on the bending details must be correctly

reproduced.

(c) Bars shall be properly spaced.—The minimum

center to center distance between parallel bars shall be two and one-half times the diameter for round

bars or three times the side dimension for square

bars. In no case shall the spacing between bars be

less than 1 inch nor less than one and one-third times the maximum size of the coarse aggregate.

(d) Bars shall be continuous.—No splices of rein- forcing bars shall be made without the approval of the architect or engineer, except where shown on the

plans. Deformed bars shall be lapped a distance of 40 bar diameters, except that in columns and as

longitudinal temperature reinforcing in walls or

footings under walls they shall be lapped 24 bar

diameters, but not less than 18 inches. In all splices the bars shall be spaced at the minimum distance

specified in paragraph (c)

.

(c) When required, bars shall be specially anchored.—Special anchorage shall consist of one of the

following:

1. (a) In case the end of a beam or slab is not continuous, carrying the bottom reinforcement

approximately 14 diameters beyond the face of support.

(b) In case the end of beam or slab is continuous,

carrying the top reinforcement approximately 14 diameters beyond the one-fifth point of the adjoining clear span.

2. Bending the reinforcement around another bar

or steel shape so placed that it will resist any longi- tudinal movement of the steel to be anchored.

3. Bending the bar into a semicircular hook which

has a radius large enough to insure proper bearing on the concrete.

(J) Bars shall be properly embedded.—All reinforc- ing steel shall have a protection of concrete not less than the following:

1. Three inches on bottoms of footings.

2. Two inches where concrete is exposed to action

of weather or ground.

3. One and one-half inches over all reinforcement

in columns.

4. One and one-half inches on the bottom and

sides of beams or girders.

5. Three-fourths inch on bottoms and sides of

ribs and bottoms of all floor slabs.

6. Three-fourths inch on the bottoms of all flat slabs.

7. Three-fourths inch from the faces of all walls not exposed to action of weather or ground.

8. One diameter over all bars at the upper face of any member.

(g) Bars shall be accurately located and firmly

held.—All reinforcing steel shall be accurately

located in the forms and firmly held in place before and during the pouring of concrete, by means of metallic supports, spacer bars, wires, or other

devices adequate to insure against displacement

during the course of construction, and to keep the

steel at the proper distance from the forms. Bar

supports and spacers are to be sufficient in number,

and sufficiently heavy to properly carry the steel

313
516.3 STANDAEDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

they support. The number shall not be less than

the following: Slabs

Ribbed floor slabs ' Slabs with principal reinforcing

in one direction 2

Rib SupportClear spans chairs Clear spans ing per rib spacers

Over 0, to 10 feet Over 10, to 20 feet Over 20, to 30 feet

23

4

Over 0, to 7 feet Over 7, to 17 feet Over 17, to 27 feet

Lines

2

34

1 In addition to the above standard number of bar supports and

spacers it is recommended that the specify the following: To support ends of bent bars in ribs, use bar not less than % inch diameter in each side of each beam crossed, supported above permanent or removable tile.

2 In addition to the above standard number of bar supports and

spacers, it is recommended that the specify the following: To support ends of bent bars in slabs, use bar of not less than M inch diameter on each side of each beam crossed, carried by high chairs 3

feet apart. The bars recommended to be used in both footnotes will be found

helpful in supporting the stirrups in the beams also. To be properly supported by these bars, the stirrups should be bent into a 90° bend instead of the usual hook. The supporting bars may then

carry both the bent slab bars and the stirrups, and hold all steel rigidly in place. Care must be taken not to place these supporting

bars too far from the edge of beam to allow them to operate for this dual purpose. Beams

ORDINARY BEAMS (BARS 1 INCH SQUARE AND

SMALLER)

Clear spans

Number of beam chairs

Single layer

of bars

2 layers 3 layers

Lower Top Lower Middle Top

Over to 14 feet___ Over 14 to 23 feet Over 23 feet

2

4

2

3

(

22

3ee tat

2

3

le belos

2

2

v)

2

2

BEAMS OR SLABS (WITH LARGE NUMBER OF VA OR

1J4 INCH BARS)

Clear spans

Number of beam chairs

Single layer

of bars

2 layers 3 layers

Lower Top Lower Middle Top

Over to 15 feet Over 15 to 30 feet Over 30 to 45 feet Over 45 to 60 feet

2

46

8

3

5

7

9

2

2

3

3

36

9

11

22

3

3

2

2

33

Spacing of Beam chairs in spans other than above

All spans

Ft. in. 8

Ft. in. 7Ft. in. 14

Ft. in. 5 Ft. in. 10Ft. in. 10

Flat slabs TWO AND FOUR WAY FLAT SLABS

opsins (center to center 01 columns)

Supporting

spacers

High chairs (to support %-inch

bar under ends

of bent bars)

Column

strip or

direct band

Middle

strip or

diag- onal band

bottom

layer

Support

for col- umn

head re- inforce- ment

Support

for negative

reinforce- ment

middle

strip

Over to 18 feet _ 334

2

34 Over 18 to 26 feet Over 26 to 36 feet Around interior columns 8

54 Around exterior columns Around corner columns

In interior panels 8

10

12 In exterior panels „ In corner panels

Note.—In roof slabs use one more supporting spacer under column

strips, direct bands, and bottom layers of middle strips or diagonal bands, and one more 5^-inch chair bar at column heads than the number shown in the table above.

Spirals

COLUMNS WITH SPIRAL HOOPING

Core diameter (outside to outside) Number

of spacers

Over to 24 inches • - 2 Over 24 inches . _ 3

Section 10. PLACING OF CONCEETE

All concrete shall be so mixed that it will not

contain any more water than is necessary to enable

it to properly fill forms and surround reinforcing

and no excess of water shall appear upon the surface without troweling.

(o) Before placing concrete each piece of rein- forcement shall be in its proper position and be held

until the placing is complete.

(6) Before placing concrete ail equipment for mixing and transporting the concrete shall be

cleaned and all debris or ice shall be removed from

the space to be occupied by the concrete; forms

shall be thoroughly wetted (except in freezing

weather) or oiled, and clay tile that will be in contact with concrete shall be well drenched (except

in freezing weather)

.

(c) All excavations for placing of footings shall be

drained of water before placing concrete unless otherwise directed in writing by the . (d) When concreting is once started it shall be

carried on as a continuous operation until the

section started is completed. If, for any reason, the concreting be stopped, care shall be taken to stop the work at such a point that the joint formed

when the work is resumed will not weaken the member structurally.

314
STONE, SAND, AND CEMENTITIOTJS MATERIALS 516.3

(e) Concrete shall be transported from the mixer

to the place of final deposit as rapidly as is practi- cable by methods which will prevent the separation,

segregation, or loss of the ingredients in transportation. It shall be deposited as nearly as practicable

in its final position to avoid rehandling or flowing.

(J) Concrete shall not be spouted directly into the forms but may be spouted into a movable bucket.

(g) Concrete shall be thoroughly compacted by

puddling with suitable tools. In thin wall or inaccessible portions of the forms where rodding is impracticable the concrete shall be worked into place by tapping or hammering forms adjacent to the freshly deposited concrete.

(h) All vertical members shall be filled at least two hours ahead of the horizontal members to allow the concrete in the vertical members to take

its initial settlement. ' The placing of vertical member concrete shall be in one continuous operation to the level of the bottom of the horizontal member

supported by it.

(i) In placing vertical members the concrete shall be kept well puddled with a long pole or tamped to prevent voids and honeycombing. Filling the verti- cal members completely and puddling afterwards

will not be allowed.

(?) When fresh concrete joins concrete that is set or partially set, the exposed surface of the old concrete shall be thoroughly cleaned, roughened,

and have applied to it a coating of cement mortar,

mixed in proportion of 1 part of cement to 1 part

sand, before any more concrete is placed.

(k) All beam concrete shall be placed monolithic

with the adjacent slab; that is, placed continuously

from the bottom of the beam to the top of the slab.

(I) When a section of floor concrete is once placed,

it shall be left entirely undisturbed until the concrete has thoroughly hardened.

(to) Such surfaces as are to be finished must be

brought to proper grade, struck off, and finished in a workmanlike manner. No honeycombing, rough

spots, or protruding stones shall be left exposed. In case of floors, precautions must be taken to be

sure that the thickness shown on the plans exists at

all places.

(rc) Where any deposits of laitance occur, proper

provision must be made for their removal before

finishing or before attempting to bond any further concrete to the surface so affected.

(o) The builder's superintendent in charge of concrete work shall mark in ink on the drawings the time and the date of the placing of concrete in the

different members. Such drawings shall be'kept on

file at the job until the completion of the structure and shall be subject to the inspection of the at all times. Section 11. FREEZING WEATHER

Concrete when deposited shall have a temperature

of not less than 40° F. and not more than 120° F. In freezing weather suitable means shall be provided

for maintaining the concrete at a temperature of at

least 50° F. for 72 hours or more after placing, or

until the concrete has thoroughly hardened. The

methods of heating the materials and protecting the

concrete shall be approved by the . Salt, chemicals, or other foreign materials shall not be

mixed with the concrete for the purpose of preventing freezing unless first approved in writing by the

(a) Manure shall not be used for protection when

applied directly to concrete. All forms shall remain

until assurance is had that all frost has left the concrete and it has developed sufficient strength to

safely permit their removal.

(6) No frozen material or materials containing

ice shall be used.

(c) The use of chemicals or other materials to reduce the freezing point of materials used in concrete which, in the opinion of the are

injurious to the concrete, shall not be permitted.

(d) All methods and materials used for concreting

in freezing weather shall be subject to the apDroval

of the .

Section 12. HOT WEATHER

Concrete laid during hot weather shall be thor- oughly wet with clean water twice daily during the

first week after placing.

Section 13. CURING

Exposed surfaces of concrete shall be kept moist

for a period of at least seven days after being deposited, except when the has directed otherwise in writing.

Section 14. SUPERINTENDENT

All reinforced concrete construction shall be per- formed under the personal and constant supervision

of a competent building superintendent experienced

in this class of work, who must be approved by the and may be removed for reasonable

cause upon written notice.

Section 15. EXPOSED CONCRETE

Concrete which is exposed to weathering or comes

in direct contact with water or chemicals shall be

mixed and placed with special precautions so as

to obtain the densest possible mass.

(a) Special precautions with regard to puddling

the mixture must be observed so that no honeycomb pockets are left exposed.

(b) "Plastic mass concrete" is of relatively

dry consistency and difficult to work into forms

where considerable steel obstructs the flow of the

material. If this consistency should be used, extreme precautions must be taken to insure a

dense surface.

(c) Such surfaces as are so designated must in addition, be treated as indicated in sections 16 and 17. Section 16. WATERPROOFING

Concrete required to be water-tight shall be

made with the minimum amount of water consistent with proper work ability. It shall be made of materials which are themselves waterproof and shall be placed in position and puddled in a manner that

will prevent segregation or the formation of voids.58

Section 17. TREATMENT OF CONCRETE SURFACES

Note.—Where special surface treatments~are designated, they

shall be made with reference to the standard specifications prepared by Committee C-3 of the American Concrete Institute as revised from time to time. 5?

Section 18. FLOORS AND CONCRETE FLOOR

FINISH

Note.—All floors and special floor finishes as designated shall be made with reference to the standard specifications prepared by

Committee C-2 of the American Concrete Institute as revised from

time to time. 58

86 Where the concrete is exposed to hydrostatic pressure, some

recognized method of waterproofing shall be specified (such as membranous or surface treatment waterproofing). Here insert specifi- cation for specific treatment desired. w Here insert specification for specific treatments desired. m Here insert specifications for floor and specific finishes desiredj

315
516.3 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Section 19. SPECIAL PROVISIONS 59

Section 20. DISPUTES

In case of discrepancies between the drawings

and the specifications, the specifications shall govern; and in case of discrepancies between the

scaled dimensions on the drawings and the figures written on them, the figures shall govern. Any

questions regarding reinforced concrete not covered

in these specifications or any questions as to any

portions of these specifications shall be decided by

reference to the Handbook on Reinforced Concrete

published by the Concrete Reinforcing Steel Institute, Standard Building Regulations for Reinforced Concrete as developed jointly by the Concrete

Reinforcing Steel Institute and the American

Concrete Institute, such Committee Reports of the American Concrete Institute as are pertinent,

and the Report of the Joint Committee on Standard

Specifications for Concrete and Reinforced Concrete. These references shall be considered authoritative in the order in which they are mentioned.

Section 21. CODE OF STANDARD PRACTICE

These specifications are written in accordance

with the Code of Standard Practice and the Specifications for Placing Reinforcement of the Concrete

Reinforcing Steel Institute, published 1927, and

all practices not herein specifically mentioned must

conform to the provisions of said code and specifications. Federal Specifications Board, specification No.

444a, United States Government master specifica- tion for integral waterproofing material, March 5, 1928.

I. TYPES

The materials covered by this specification are intended to be mixed with Portland cement mortar

or concrete for the purpose of rendering them more

completely impermeable and water repellent.

II. MATERIALS AND WORKMANSHIP

The materials shall be stable compounds not subject to disintegration either before or after incor- poration with the mortar or concrete with which

they are intended to be used.

HI. GENERAL REQUIREMENTS

1. The material shall either mix readily with water or with dry Portland cement and shall become

an insoluble integral part of the mortar or concrete.

2. The material when mixed with Portland cement

mortar or concrete shall render such mortar or concrete more completely impervious to water and shall not impair their durability or reduce the compressive

strength more than 10 per cent.

IV. DETAIL REQUIREMENTS

The waterproofing properties shall be such that when combined in the manner, and in the proportions of waterproofing material to cement, specified

by the manufacturers for use with Portland cement

mortar and concrete, and tested as herein specified, the treated test pieces shall show an absorption of not more than 3 per cent and shall reduce the per- meability (when tested under a pressure of 100 pounds) at least 95 per cent of test pieces made

without the admixture of waterproofing materials,

but in all other respects of identical materials, composition, and age.

69 Here insert any special provisions desired.

V. INSPECTION, SAMPLING, AND TESTS

1. Test samples may be taken before shipment or

after delivery at the discretion of the inspector.

Representative samples shall be taken for at least every 500 pounds or 100 gallons of material. The

samples when practicable shall be placed in a single container and sent to the laboratory as a composite

sample representative of the lot under consideration.

2. The appearance and chemical composition of the composite sample shall be recorded for comparison with those of samples from other shipments of materials of the same brand and make.

3. The following tests shall be made for absorption, permeability, and compression.

4. Mortar for tests of waterproofing materials

shall be made from Portland cement, and sand

passing a No. 20 sieve and held on a No. 50 sieve, in the proportion of 1 volume of cement to 4 volumes

of sand, with only sufficient water thoroughly

worked to form a mixture which has a flow of 90 as measured by a cement laboratory flow table. All materials shall be mixed at, and the test pieces be

stored in, a temperature of approximately 70° F.

5. The waterproofing materials shall be incor- porated in accordance with the methods and in the proportions to the amount of cement as specified by

the manufacturers in their standard directions for the use of their materials.

6. Test pieces shall be made at the same time

and under the same conditions of both treated and

untreated mortar. The permeability test pieces

shall be made in the form of 1 inch thick disks in metal molds. The absorption test pieces shall be

made in the form of 2-inch cubes in metal molds. The molds shall be removed after 24 hours.

7. The exposed surfaces of test pieces at the time

of molding shall be struck off with a trowel, and 24

hours after molding all surfaces of the cubes and

both faces of the disks shall be brushed with a wire brush to remove any neat cement brought to the

surface in molding.

8. The test pieces shall be kept in a moist closet for 24 hours after molding, then be stored in a damp

atmosphere for six days, after which period in the air of the laboratory.

9. The tests shall be made when test pieces have

aged 28 and 90 days. In each test each of the

treated and untreated pieces shall be tested under

identical conditions.

10. Pieces for the absorption tests shall be dried

at 212° to 230° F. until no further loss in weight is shown. They shall then be allowed to cool in the

air to room temperature. The pieces shall be completely immersed in water for 24 hours, then be

removed, the surfaces dried with a cloth, and

weighed immediately. This process shall be repeated

daily until the pieces show less than one-tenth of 1 per cent daily increase in weight. The increased weight of the treated and the untreated pieces shall then be compared.

11. The impermeability tests shall be made by

subjecting one side of the test pieces to a water

pressure of 100 pounds per square inch, using water

free from any visible discoloration or matter in suspension. The test shall be continued 24 hours

unless a measurable degree of permeability is shown

in less time.

12. The degree of permeability shall be calcu- lated in cubic centimeters of water passing through

the piece per square centimeter of surface exposed

to water pressure. The impermeability of the

treated and the untreated pieces shall be then

compared.

13. Compression tests shall be made of cubes

that have been subjected to absorption tests. The

cubes shall be tested to complete failure. The

316
STONE, SAND, AND CEMENTITIOUS MATERIALS 516.4

resistance to compression of the tieated and the untreated pieces shall then be compared.

VI. PACKING, MARKING, AND SHIPMENT

Materials for integral waterproofing shall be

packed in suitable containers that will preserve the mateiials in good condition. Each package

shall be marked with the net weight or net liquid measure of the contents, and with the biand or trade name of the contents and the name of the manufacturer. Each order of the material shall be accompanied by printed directions for its use. VH. NOTES

1. The integral waterproofing materials should be

mixed with the mortar or concrete with which it is to ba used in accordance with the printed direc- tions of the manufacturer.

2. Treated mortar and concrete should be made

with not more than 2 volumes of fine nor more than

4 volumes of coarse aggregate to each volume of cement. The aggregate should be so graded in size as to produce a mixture of maximum density.

Only such a quantity of water should be used as necessary to make the completely mixed product

sufficiently plastic for properly placing and finishing.

3. In addition to various makes of integral waterproofing material, there are in the market brands

of Portland cement with which a waterproofing material has been combined in its manufacture.

Joint Committee on Standard Specifications for Concrete and Reinforced Concrete.—This committee,

consisting of affiliated committees of the American

Society of Civil Engineers, American Society for Testing Materials, American Railway Engineering

Association, American Concrete Institute and Port- land Cement Association, submitted to constituent

organizations August .14, 1924, a report on standard

specifications for concrete and reinforced concrete. The specifications are for the use of concrete in construction, including methods and materials under

the chapter heads of (1) general instructions, (2) definitions, (3) quality of concrete, (4) materials,

(5) proportioning and mixing concrete, (6) depositing concrete, (7) forms, (8) details of construction,

(9) waterproofing and protective treatment, (10) surface finish, and (11) design.

The specifications given for materials include the

following:

PORTLAND CEMENT

Portland cement shall conform to the standard

specifications and tests for Portland cement of the American Society for Testing Materials, serial des- ignation C9-26. (See 516.11, p. 294.) FINE AND COARSE AGGREGATE

This specification is practically identical with

American Society for Testing Materials, specifica- tion for aggregates, with the exception that in the A. S. T. M. specification for fine aggregate there is an added requirement that 100 per cent shall pass a %-inch sieve. Since publication of the joint

committee specifications, the American Society for Testing Materials has revised its specification,

C33-28T. (See 512.13, p. 237.) RUBBLE AND CYCLOPEAN AGGREGATE

Rubble aggregate shall consist of clean, hard, durable stone or gravel larger than 3 inches and

weighing not more than 100 pounds.

Cyclopean aggregate shall consist of clean, hard, durable stone or gravel weighing more than 100 pounds.

Aggregate shall be so stored as to avoid the in- clusion of foreign materials. Frozen aggregate or aggregate containing lumps of frozen material shall be thawed before using.

Water for concrete shall be clean and free from

injurious amounts of oil, acid, alkali, organic

matter, or other deleterious substance. National Sand and Gravel Association, Bulletin 3, representative specifications for different uses of sand and gravel, November, 1928.

(In this bulletin representative specifications,

many of which are presented in this volume and

including specifications for sand for brick mortar,

have been summarized.)

Portland Cement Association, specifications for making, placing, and curing concrete in cold weather.

(This association has prepared the above-entitled

specification to supplement regular concrete specifications and to be added thereto.) United States Department of Agriculture, Bulletin

1216, Method of Proportioning Natural Sand and

Gravel for Concrete Construction, 1928. (See 512.10, p. 216.) 516.4 CONCRETE BRICKS AND BLOCKS.

American Association of State Highway Officials, standard specifications for highway bridges and

incidental structures, 1928. CONCRETE CRIBBING

(The full text of this specification includes construction methods and requirements for measure- ment and payment.)

GENERAL The construction of concrete cribbing shall consist

of the furnishing and installation of reinforced concrete crib members and the placing of the interior

filling materials. Drift bolts shall be of wrought

iron or galvanized steel not less than 1 inch in diameter and of the required length.

Casings for drift bolts shall be of galvanized

steel or iron pipe not less than 1J4 inches in diameter. GENERAL REQUIREMENTS

The details of the crib members and their arrange- ment shall be as shown on the plans. If specific details for reinforcement are not shown on the plans,

or if the contractor is permitted to purchase the

crib members from manufacturers, he shall submit

detailed specifications and plans for the approval

of the engineer, and such plans must be approved

before delivery of the material is begun.

All members shall be free from depressions and

spalled, patched, or plastered surfaces or edges, or any other defect which may impair their strength

or durability. Cracked or otherwise defective members will be rejected.

American Concrete Institute, standard specifica- tions for concrete building block and concrete build- ing tile, serial designation P-1A-29, 1929.

I. GENERAL

1. The purpose of these specifications is to define the requirements for concrete building block and

concrete building tile to be used in construction.

2. The word "concrete" shall be understood to mean Portland-cement concrete.

3. The average compressive strength of three or more concrete block or concrete building tile in pounds per square inch of gross cross-sectional area

as laid in the wall shall not be less than 700 pounds, no one unit falling below 600 pounds 28 days after being manufactured or when shipped.

317
516.4 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Wherever concrete block or building tile are used

to carry unusual heavy loads the average compressive

strength of three or more of these units 28 days after being manufactured or when shipped in pounds per square inch of gross cross-sectional area as laid in the

wall shall be at least ten times the figured super- imposed load to be applied.

Nonload-bearing concrete block and concrete

tile shall have sufficient strength necessary to prevent

excessive breakage during delivery and handling.

4. The gross cross-sectional area of a 1-piece concrete block or tile shall be considered as the product

of the length times the width of the unit as laid in the wall. No allowance shall be made for air spaces

in hollow units. The gross cross-sectional area of each unit of a 2-piece block or tile shall be considered the product of the length of the unit times one-half the thickness of the wall for which the 2-piece block

or tile is intended.

5. The compressive strength of the concrete in units of all classifications, except "nonload bearing

block," shall be at least 1,000 lbs. /in. 2 when calculated on the minimum cross-sectional area in bearing.

6. Concrete building block and tile to be exposed

to soil or weather in the finished work (without

stucco, plaster, or other suitable protective covering)

shall meet the requirements of the absorption test.

7. All concrete building block and tile not covered by paragraph 6 need not meet an absorption

requirement.

8. Concrete block and tile shall not absorb more

than 10 per cent of the dry weight of the unit when

tested as hereinafter specified, except when it is made of concrete weighing less than 140 lbs./ft. 3 For block or tile made with concrete weighing less than 140 lbs./ft. 3 the absorption in per cent by

weight shall not be more than 10 multiplied by 140 and divided by the unit weight in pounds per cubic

foot of the concrete under consideration.

9. Specimens for tests shall be representative of the commercial product of the plant.

10. Not less than three and preferably five speci- mens shall be required for each test. 11. The specimens used in the absorption test may be used for the strength test.

n. METHODS OF TESTING

Same as for A. C. I. P-1C-27T and P-1B-26T

(given below) with the following additional: The weight per cubic foot of the concrete in a

block or tile is the weight of the unit in pounds

divided by its volume in cubic feet. To obtain the volume of the unit fill a vessel with enough water to immerse the specimen. The greatest accuracy will be obtained with the smallest vessel in which the specimen can be immersed with its length vertical. Mark the level of the water, then immerse the sat- urated specimen and weigh the vessel. Draw the water down to its original level and weigh the vessel again. The difference between the two weights

divided by 62.5 equals the volume of the specimen

in cubic feet. American Concrete Institute tentative specifica- tions for cast stone, P-3A-29T, 1929.

I. GENERAL

1. The term "cast stone" shall be understood to mean a building stone manufactured from Portland- cement concrete, precast and set in place as trim or facing on or in buildings and other structures.

2. The minimum average compression strength of cast stone at the age of 28 days or less shall be 5,000

lbs. /in.2 when tested as 2 by 2 inch cylinders or 2 by 2 inch cubes in the manner hereinafter specified.

3. At the age of 28 days or less the average absorption of cast stone shall be not less than 3 and not

more than 7 per cent of water by dry weight of the specimen when tested as 2 by 2 inch cylinders or 2 by 2 inch cubes in the manner hereinafter specified.

4. All aggregate used in the manufacture of cast stone shall be of known durable quality.

n. SELECTION OF SPECIMENS FOR TESTING

5. Specimens for both compression and absorption

tests shall be cut from stone as delivered on the job

or from regular stock in the yard. Samples from

which specimens will be cut shall be selected by the purchaser or his representative.

6. Specimens of faced cast stone for compression

tests shall be cut in such a manner that the speci- mens are composed of approximately one-half of facing and one-half of backing material. Specimens

shall be tested in the position in which the cast stone is laid in the wall.

in. METHODS OF TESTING

7. Not less than three and preferably five speci- mens shall be required for each test. In the event

of failure to meet requirements in the first test, the

test may be repeated on a second set of specimens.

8. Specimens for absorption test shall be dried at a temperature between 215° and 225° F. until the

loss in weight is not more than 0.1 per cent in two

hours of drying. They shall be weighed and then be

submerged in water at a temperature of between

60° and 80° F. for 24 hours. The specimens shall then be removed from the water, the surface water wiped off with a damp cloth, and the specimens

weighed. The percentage of absorption is the differ- ence in weight divided by the dry weight of the speci- men and multiplied by 100.

9. Specimens for strength test shall be dried at a

temperature of between 215° and 225° F. until the

loss in weight is not more than 0.1 per cent in two

hours of drying.

10. If beaiing surfaces of specimens for strength

test are not smooth they shall be made so by grinding.

If they can not be ground to a smooth surface they

shall be capped with a mixture of one-half part Port- land cemenG and one-half part plaster of Paris, which

shall b~ allowed to harden at least five hours before the test. The cap shall be formed by spreading the capping material upon a plate glass and pressing the specimen firmly on it, making the cap as thin as

possible.

11. Load shall be applied through a spherical

bearing block placed on top of the specimen in a

vertical testing machine. The dimensions of the bearing block shall be the same, or slightly larger,

than that of the test specimen.

12. Load shall be applied uniformly and without

shock. The speed of the moving head of the machine

shall be not more than 0.05 inch per minute when

the machine is running idle. 13. Specimen shall be loaded to failure and the

unit compressive strength calculated in pounds per square inch. The type of failure and appearance of specimen shall be noted. American Concrete Institute tentative recom- mended practice for the manufacture of concrete

building block, building tile and brick, serial designation P-6A-25T, 1925. (These recommendations are intended to assist in the manufacture of concrete building block, building

tile, and brick that will meet the requirements of the standard specifications of the American Concrete

Institute. Particular attention is given to those

features which will help to produce quality products

economically.)

American Concrete Institute tentative specifica- tions for concrete brick, serial designation P-1B-26T,

1926.

318
STONE, SAND, AND CEMENTITIOUS MATERIALS 516.4

I. GENERAL

1. The purpose of these specifications is to define the requirements for concrete brick to be used in construction.

2. The word "concrete" shall be understood to mean Portland-cement concrete.

3. The average compressive strength of concrete

brick 28 days after being manufactured or when

shipped shall not be less than 1,500 lbs. /in.2 of gross cross-sectional area as laid in the wall, and the compressive strength of any individual brick shall be not less than 1,000 lbs./in. 2 of gross cross-sectional area as laid in the wall.

4. The gross cross-sectional area of a brick shall be

considered as the product of the length times the width of the unit as laid in the wall.

5. Concrete brick shall not absorb more than 12 per cent of the dry weight of the brick when tested

as hereinafter specified, except when they are made

of concrete weighing less than 125 lbs. /ft.3 For brick made of concrete weighing less than 125 lbs. /ft.3 the average absorption in per cent by weight shall not be more than 12 multiplied by 125 and divided by the

unit weight in pounds per cubic foot of the concrete under consideration.

6. Specimens for tests shall be representative of the commercial product of the plant.

7. Five specimens shall be required for each test.

8. The specimens used in the absorption test may

be used for the strength test.

H. METHODS OF TESTING

9. Absorption test.—The specimens shall be

immersed in clean water at approximately 70° F. for a period of 24 hours. They shall then be removed,

the surface water wiped off, and the specimens

weighed. Specimens shall be dried to a constant weight at a temperature of from 212° to 250° F. and reweighed. Absorption is the difference in weight divided by the weight of the dry specimens

and multiplied by 100.

10. Strength test.—Specimens for the strength test

shall be dried to constant weight at a temperature of from 212° to 250° F.

11. The specimens to be tested shall be carefully

measured for over-all dimensions of length, width,

and thickness.

12. Bearing surfaces shall be made plane by cap- ping with plaster of Paris, or a mixture of one-half Portland cement and one-half plaster of Paris, which

shall be allowed to thoroughly harden (from three to

six hours) before the test. No point on the surface

shall deviate from the plane more than 0.003 inch. The cap shall not be thicker than one-eighth inch. It shall be formed by means of an accurately machined

metal plate or a heavy plate glass having a true surface.

13. Specimens shall be accurately centered in the

testing machine.

14. The load shall be applied through a spherical

bearing block placed on top of the specimen. The

rate of loading after 50 per cent of the ultimate load has been applied shall not be greater than that which will produce a shortening of the specimen of 0.02-inch per minute.

15. Metal plates of sufficient thickness to prevent

appreciable bending shall be placed between the

spherical bearing block and the specimen.

16. The specimen shall be loaded to failure.

17. The compressive strength in pounds per

square inch of gross cross-sectional area is the total applied load in pounds divided by the gross cross- sectional area in square inches. American Concrete Institute tentative specifica- tions for concrete sewer manhole and catch-basin

block, serial designation P-1C-27T, 1927.

(See 518.65, p. 448.)

American Railway Engineering Association specifi- fications for buildings for railway purposes. CONCRETE ARCHITECTURAL STONE, 1926 (The full text of the specification includes require- ments for setting, cleaning, and pointing, and protection.) GENERA! The contractor shall furnish all labor, tools, material, scaffolding, and equipment, except as otherwise noted, necessary to entirely complete any

and all classes of concrete architectural stonework

herein specified, according to the class of building

and as shown on the drawings. COMPOSITION

Concrete architectural stone shall be composed of Portland cement, meeting the requirements of the

Specifications for Portland Cement of the American

Railway Engineering Association, which are the same as A. S. T. M. C9 (see 516.11, p. 294), and

sound, weather-resisting aggregates.

TESTS Concrete architectural stone shall pass the follow- ing test requirements:

(a) Compression test.—The ultimate compressive

strength at 28 days must average not less than 1,500

lbs./in. 2 of gross cross-sectional area of stone as used

in the wall and must not fall below 1,000 lbs. /in.3 gross area in any test. The gross area shall be

taken as the minimum area in compression.

(6) Absorption.—The amount of water absorbed

by the stone at 28 days shall not exceed 5 per cent by weight after 24 hours' immersion. (Per cent of absorption is obtained by dividing the weight of the water absorbed by the weight of the dry sample and

multiplying the quotient by 100.) At least three samples shall be tested for compression and three samples for absorption. Whenever

practicable, tests shall be made on full-sized samples,

but if specimens are too large for testing in the ordinary machine or are in special shapes which

can not be fitted in the machine, smaller or more

regular specimens may be used as directed, but

these shall be made of the materials and proportions

representing fully the manufactured product. The

engineer may require further tests at any time,

and unless tests are made under the immediate

supervision of the engineer the contractor shall furnish a certificate of tests made by a laboratory of recognized standing showing a record of the compressive strength and absorption of the concrete

stone. WORKING I0ADS AND UNIT STRESSES

Solid walls built of concrete architectural stone

laid up in Portland-cement mortar may be loaded

not to exceed 300 lbs./in.2 of actual bearing area.

Lintels, mullions, and other parts carrying heavy

loads shall be reinforced with steel sufficient to take the tensile and shearing stresses and shall be

designed in accordance with recognized engineering practice. Where local ordinances do not conflict, the design shall be based on a unit tensile

stress of 16,000 lbs./in.2 in reinforcement and 650

lbs./in.2 compression on the concrete in flexure. HANDLING

Pieces weighing more than 300 pounds shall be

provided with lewis holes or have hooks cast into the stone for hoisting purposes. Hooks shall be

laid in flush or arranged to fit into depressions in adjoining stones. Hooks or lewis holes shall not

319
516.4 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

be cast in the face of the stone or come within

2}i inches of the face of the stone, unless the stone

is less than 5 inches thick.

SURFACE FINISH AND CARVING A sample or samples of the architectural stone which the contractor proposes to furnish and erect

shall be submitted to the engineer along with a diagram showing arrangement of joints, various

sizes of units, and bonding to be employed.

If a surface finish of exposed special aggregate is specified this special facing must be not less than

one-half inch thick on the exposed surface. Exposed surfaces shall be rubbed, tooled, scrubbed, or acid washed or otherwise treated to expose the aggregate and obtain the desired architectural

results. All carving shall be done by skilled carvers from approved models, photographs, or drawings.

MORTAR

Portland cement shall satisfy the requirements of the A. R. E. A. specifications for Portland cement.

(See A. S. T. M. C9, 516.11, p. 294.) Cement that has hardened or partially set shall not be used. Sand and lime specifications as given in the

A. R. E. A. specifications for brickwork, 518.83

(see p. 475), shall apply to sand and lime used for concrete architectural stone. Mortar for concrete architectural stonework,

except where otherwise specified, shall be composed

of 1 part Portland cement and 3 parts sand, with

the addition of sufficient lime putty to make the mortar work smoothly. The sand and cement shall be mixed dry, then wet to the proper consistency,

and the lime putty added. Where colored mortar

is to be used the mortar shall be composed of

1 part Portland cement and 2 parts sand, with

lime putty added to make it work smoothly, and

colored with approved mortar color. No more

mortar shall be mixed at any one time than can be used within 30 minutes after mixing. Retempering cement mortar which has begun to set shall not be permitted. Mortar that has frozen shall not be used on the work.

ANCHORS AND DOWELS Where anchors and dowels are required they shall be of the proper size and shape, thoroughly galvanized

or painted with asphaltum paint.

GUARANTY

The contractor for concrete architectural stone

shall guarantee the surface to be free from efflores- cence, crazing, crumbling, or fading for a period

of two years after completion of the building.

GENERAL CONDITIONS

All material entering into the work and all methods used by the contractor shall be subject to the approval of the engineer, and no part will be

considered as finally accepted until all the work

is completed and accepted.

The general conditions as given in 518.50, page 416,

shall be considered to apply with equal force to

this section of the specification.

American Railway Engineering Association speci- fications for buildings for railway purposes. CONCRETE ROOFING TILE, 1926

(The full text of the specification includes require- ments for laying the tile.)

GENERAL CONDITIONS The contractor shall furnish all labor, materials,

tools, and equipment needed to entirely complete

the concrete tile roofing, including all valleys and

flashing as specified or shown on drawings.

TYPES Concrete roofing tile shall be divided into the

following types:

1. Small tile supported directly on roofing paper and roof sheathing.

2. Large tile spanning between purlins.

Large tile shall be specified as:

(a) Interlocking tile for pitched roofs, and (b) flat tile. MATERIALS Concrete roofing tile shall be composed of Port- land cement in accordance with specifications for Portland cement of the A. R. E. A. (which are the same as A. S. T. M. C9) (see 516.11, p. 294), and

clean, hard, coarse sand or crushed rock. Large

tile shall have suitable metal reinforcement. If colored tile are specified the color must be obtained

by the use of pure mineral oxides, pure red oxide of iron for red, and chromium oxide for green. The

coloring material shall be reground with the cement

in a small ball mill or other closed grinder so that at

least 78 per cent of the combined cement and color- ing material will pass a 200-mesh sieve as deter- mined by samples.

MANUFACTURE

Small concrete roofing tile shall be made on

approved cast-iron or strong steel pallets and upon

an improved machine developing a pressure at the

rollers or tampers of at least 100 lbs. /in.2 Pallets

shall be straight and free from warps. Large tile shall be made in smooth substantial molds to pro- duce tile true to dimensions. Troweling bars shall have tapered channels which produce a compressive action. The colored cement for colored tile shall be either mixed with sand and deposited as a facing in the molds or dusted dry onto the face of the tile and

troweled in by special-shaped tools or rollers to give a dense, permanent, even-colored surface, or else applied in liquid form as the tile leaves the rollers. As the tile are taken from the machine or molds

the lower edge shall be painted with a mixture of colored cement and water applied with a brush,

except where color is incorporated into or through

the body of the tile when painting may be omitted.

Tile shall stand for not less than three hours on

cars or racks before placing in curing chambers, and

shall be preferably cured in moist steam or under

fog nozzles for 24 hours. In cold weather the temperature in the curing chamber shall be maintained

not less than 75° F. The tile shall then be taken

from the pallet and stacked on end, kept under

cover for 10 days and well wetted down at least twice a day. They shall then be stacked in the open air for 20 days more and sprinkled daily. DIMENSIONS

Tile shall be true and of even thickness. The

thickness of small concrete tile shall be not less than

Yi6 inch and edges and ends shall be smooth and

clean. Tile shall be not warped more than )'% inch and shall not vary more than }{& inch in thickness. Starter tile shall be flanged and eave tile shall be

made on special pallets that show solid edges.

Interlocking tile shall be by

inches and one inch thick for the flat portion. The

surface exposed to the weather shall be

by allowing 4-inch end laps.

320
STONE, SAND, AND CEMENTITIOUS MATERIALS 516.4

The tile must weigh not over 16 lbs ./ft.2 and shall

shall not vary from the specified thickness more

than fi6-inch nor be warped more than )£-inch. Large flat tile shall be by inch and 1H inches thick. The ends of "the tile shall be

recessed so as to shoulder on the supports. The

tile shall not weigh over 17 lbs. /ft.2 and shall not vary in thickness more than }{§ inch nor be warped more than % inch. TESTS

All tests shall be made in a laboratory of recognized

standing, and a certified copy of the tests shall be

furnished by the manufacturer. Tests shall be on

full-sized samples and at least six samples representing the ordinary commercial product shall be tested. Concrete roofing tile shall not absorb more than 5 per cent of its own weight of water in 24 hours. Absorption from the face of the tile shall not exceed

2 per cent by weight in 24 hours with the face of the

tile sample in contact with the water.

Tile shall be tested with weather face up. The tile shall be supported under the lugs near the ends of the tile, if the tile have lugs, but in no test shall the span be less than 13 inches for small tile nor less than

inches for large tile. The support under

one end shall be rigid and the support under the other end shall rest on a roller bearing to allow for variation in the under surface of the tile. The load for small tile shall be applied in the center of the tile by

placing a rigid bar having a semicircular bearing

midway between the supports. From this crossbar

shall be suspended a bucketlike receptacle which

shall be loaded with shot, sand, or other suitable material until the tile breaks. The breaking load

shall average not less than 150 pounds per tile when

the load is applied in accordance with the method

described above. Large interlocking tile shall withstand a uniformly

distributed load of 100 lbs. /ft. 2 Flat tile shall withstand a uniformly distributed load of 150 lbs. /ft. 2 when supported on supports

feet apart. Lots of tile intended for building construction ma}7 be rejected, if more than 10 per cent

of the samples tested break at loads less than 100

lbs./ft.2 GUARANTY

The roofing contractor shall furnish an unqualified

guaranty, with good and sufficient bond, covering the maintenance of the roof in a water-tight condition for a period of years from date of completion. GENERAL CONDITIONS

All material entering into the work and all methods

used by the contractor shall be subject to the approval of the engineer and no part of the work will be

considered as finally accepted until all the work is completed and accepted.

The general conditions as given in 518.50, page 416,

shall be considered to apply to this specification.

American Society for Municipal Improvements,

standard specifications for sewers, 1927. (This specification includes requirements for concrete sewers and segmental block sewers.) See 518.67, page 453. American Society for Testing Materials, tentative

specifications for concrete building brick, serial designation C55-28T, 1928.

1. These specifications cover concrete building

brick intended for use in brick masonry.

2. Concrete building brick shall be manufactured

from a mixture of Portland cement and suitable aggregate.

PHYSICAL PROPERTIES AND TESTS

3. (a) Concrete building brick shall be classified as grades B and C on the basis of the following require- ments. The classification of any lot of bricks shall be determined by the results of the tests for that requirement in which it is lowest, unless otherwise

specified as provided in section 7.

Classification

Compressive

strength (brick

flatwise) Modulus of rupture

(brick flatwise)

Mean of

5 tests

Individual, min- imum

Mean of

5 tests

Individual, min- imum

Grade B

Lbs.lin.1 2,250

1, 250

Lbs.lin.1 1,500 1,000Lbs.lin.1 450

300

Lbs.lin.1 300 Grade C 200

Note.—The above classifications are based on strength and do not

necessarily measure weathering resistance.

(b) The tests shall be made in accordance with

A. S. T. M. C67-28T. (See 534.10, p. 574.)

4. (a) For the purpose of tests, bricks representative of the commercial product shall be selected by a competent person appointed by the purchaser, the place or places of selection to be designated when

the purchase order is placed. The manufacturer or

seller shall furnish specimens for tests without

charge. All bricks shall be carefully examined and

their condition noted before testing. For the pur- pose of tests, not less than 10 bricks shall be required

for each investigation. In general, two samples of 10 bricks each shall be tested for every 100,000

bricks contained in the lot under consideration; but

where the total quantity exceeds 500,000, the number of samples tested per 100,000 bricks may be

fewer, provided that they shall be distrubuted as uniformly as practicable over the entire lot. Additional representative samples may be taken at any

time or place at the discretion of the purchaser.

(6) Concrete building brick when sampled at the

plant shall be at least 28 days old, unless otherwise

mutually agreed upon between the manufacturer

and the purchaser. Representative samples may

be taken at any time by the purchaser from brick

delivered on the job.

STANDARD SIZE

5. The standard size of concrete building brick

shall be 2}4 by 3% by 8 inches with a permissible

variation of plus or minus }{& inch in depth, Y% inch

in width, and }i inch in length.

VISUAL INSPECTION AND REJECTION

6. Brick shall pass a visual inspection for freedom

from cracks and irregularity. Cracked or mis- shaped brick shall be rejected.

7. At the option of the purchaser, acceptance may

be based on the visual inspection requirements specified in section 6 and on the results of one of the

strength tests (compressive or flexure) specified in section 3. Underwriters' Laboratories, standard for hollow

concrete building units, February 21, 1929. GENERAL

This standard covers hollow concrete building

units which have been shown by fire tests to be

eligible for a classification of R three hours under

321
516.4 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

standard fire exposure conditions as specified in the American standard fire test specification.

This standard is based upon records of tests and

field experience and is subject to revision as further experience and investigations may show to be

necessary or desirable. Devices or products which comply with this standard will not necessarily be acceptable if they

have other features which, when examined and

tested, are found to impair the results contemplated

by this standard. A device or product having materials or forms of construction differing from those detailed in this standard may be examined and tested according to the intent of the standard, and if found to be

substantially equivalent may be given recognition.

STRENGTH

Hollow concrete building units shall bave an

average strength in compression of 700 lbs. /in. 2 of gross cross-sectional area as laid in the wall when

tested not more than 28 days after manufacture.

Individual units shall have a minimum compressive

strength of 600 lbs. /in.2 gross cross-sectional area when tested not more than 28 days after manufacture. Solid concrete building units shall have a minimum

strength in compression of 1,000 lbs. /in.2 as laid in the wall when tested not more than 28 days after manufacture.

The procedure in making tests for compressive

strength shall agree with the standard specifications

of the American Concrete Institute. DIMENSIONS

The height of hollow and solid units shall be not more than 8 inches (nominal)

.

The width (or thickness) of hollow and solid units

shall be not less than 8 inches (nominal) as laid in the wall. The length of hollow and solid units shall be not

less than 12 inches nor more than 16 inches (nominal).

Note.—A tolerance of one-fourth inch plus or minus shall be recog- nized for the above dimensions, but actual dimensions shall be used

in computing compressive strength values. Face shells (side walls) of hollow units shall average not less than 1% inches in thickness and

shall be not less than 1J4 inches thick at their thinnest point. Internal and end webs of hollow units should not be

less than 1 inch in thickness at their thinnest point. Note.—End webs of units adaptable for use in both 8 and 12 inch

walls (laid all header courses in 12-inch walls) shall have an average

thickness of l

3A inches and shall be not less than \% inches thick at their thinnest point. DESIGN

One-piece units with two or three rectangular or oval core holes and with plain or ornamental facing

shall be considered as standard. Other one-piece units may require fire endurance

and other tests before they can be classed as standard. CEMENT

Standard Portland cement (A. S. T. M. speci- fication C9; see 516.11, p. 294) shall be used. AGGREGATE

The aggregates used, both fine and coarse, includ- ing the sand, shall be secured from sources insuring

uniformity in quality and kind. Fine aggregate is defined as that passing a

one-fourth inch screen and coarse aggregate as that retained on a one-fourth inch screen.

Coarse aggregates other than cinders shall not

contain more than 65 per cent by weight of silicious material. Aggregates containing silicious material in excess

of this amount, require fire endurance and otber

tests to determine their performance under standard

fire exposure conditions. Cinders when used as either fine or coarse aggregate or both, shall be of good quality, resulting

from the combustion of bituminous coal or a mixture

of bituminous and anthracite coal. The combustible content of the mixed fine and

coarse aggregate, when cinders are used, shall not exceed 20 per cent by weight of the dried mixed

aggregates.

PROPORTION

The cement-aggregate proportion for hollow

and solid units shall be 1:3, 1:4, 1:5, 1:6, 1:7,. or any fraction therof not over 1:7. Note.—The above proportions are given in terms of volumes

of cement to volumes of combined fine and coarse aggregates (after mixture). No change shall be made in any particular

cement-aggregate proportion specified above until strength and other tests have been made on speci- mens representative of the new proportion. At least 25 per cent by volume cf the mixed

aggregate including cinders shall be coarse aggregate.

It is recommended that the coarse aggregate pass

a %-inch screen and that the maximum size of individual particles should not exceed one-half the thickness of the thinnest web or shell member

of the unit in which they are used. The percentage of coarse aggregate to total mixed aggregate shall not be changed from any

specified value until strength and other tests have

been made on specimens representative of the new

proportion.

CONSISTENCY

The concrete used in the manufacture of hollow

or solid units may be of a dry, damp, wet damp,

or wet consistency.

No change in an established practice as to the

consistency of the material shall be made until strength and other tests have been made on speci- mens representative of the new consistency.

CURING METHODS

Hollow and solid units may be air, water, or steam cured. Water or steam curing is preferred,

due to the resultant uniformity of strength and

other characteristics. All units shall be held in storage for a period of not less than 28 days (including curing period)

unless strength and other tests have indicated compliance with the standard of blocks shipped

prior to that time. In cases where units are shipped before 28 days, steam or water curing is considered essential. Note.—It is recommended that units be held in storage for at least 10 days after manufacture. FIRE-ENDURANCE TESTS

When fire-endurance tests are made on units not clearly conforming to all of the specifications

of this standard, to determine their eligibility for

classification and listing, the program of the American standard fire test specifications shall be followed,

except that panels may be not more than 6 by

6 feet exposed areas and the fire hose stream test may be omitted if, in the judgement of the testing

body, the data secured therefrom is not required

to confirm or supplement that secured in the fire- endurance test. Test performance in general

322
STONE, SAND, AND CEMENTITIOUS MATERIALS 516.5

corresponding to that recorded for panels H, A, G, B, D, and K, Underwriters' Laboratories'

report R-1555 shall be "the basis of judgement as

to the outcome of such fire-endurance tests. United States Department of Commerce, Bureau

of Standards, Simplified Practice Recommendation

No. 32, for concrete building units, June 1, 1925. In accordance with a general conference of repre- sentatives of manufacturers, distributors, and users

of concrete blocks, building tile, and bricks, the United States Department of Commerce, through

the Bureau of Standards, recommends that the number of sizes of these units be reduced to the fol- lowing:

Table 1.

Concrete blocks

Height

(inches) Toler- ance Width

(inches) Toler- ance Length(inches) Toler- ance

7M

Inch -H

-H

6 Inch —

K

—U

—

H

-a

15% _

Inch-H m 8 15H -H

—

W

10 153A -H

i% -H 12 -'A

Table 2.Concrete building tile 1

Height Width Length

Inches Inches Inches

5 3% 12

5 8 12

5 12 12

3 12 12 4 12 12

6

8

121212

12

10 12 12

12 12 12

1 Not more than 3 per cent permissible variation over or under for dimensions covering height, width, or length. The number of cells and weight per tile not considered at this conference. Table 3.

Concrete brick

Types Height Width Length

Face and common

Inches Inches3U

Inches

8

516.5 SIDEWALKS AND DRIVEWAYS.

American Concrete Institute, standard specifica- tions for Portland cement concrete sidewalks,

C-2B-25, 1925. (The full text of the specification includes require- ments for construction in addition to the following

specifications for materials.)

I. USE

These specifications cover both one and two

course sidewalk construction. The specifications

for materials apply to both one and two course

tvpes. H. MATERIALS

Before delivery upon the job, and at such other times as the engineer deems necessary, the contractor shall furnish any required samples of the

materials hereafter mentioned. Materials shall pass the following requirements.

(o) Cement.—The cement shall meet the require- ments of the current standard specifications for Portland cement of the American Society for Testing Materials. (See C9, 516.11, p. 294.)

(&) Fine aggregate.—The fine aggregate shall consist of clean, hard, durable, uncoated particles

of sand, stone, or air-cooled blast-furnace slag

free from organic material. All of the fine aggregate

shall pass a one-fourth-inch screen and 95 per cent

shall be retained on a 100-mesh screen. Not more

than 25 per cent shall pass a 50-mesh screen. It shall be well graded from coarse to fine, and shall contain not more than 5 per cent by weight of clay

or loam, none of which shall be in lumps. Blast- furnace slag used in the wearing course shall weigh

not less than 70 pounds per cubic foot.

(c) Coarse aggregate.—Coarse aggregate may be

broken stone, gravel, or blast-furnace slag. All of the coarse aggregate shall pass a 1-inch screen and

at least 95 per cent shall be retained on a one-fourthinch screen, with all intermediate sizes retained. The broken stone or gravel shall be clean, hard,

durable, uncoated rock. It shall contain no vegetable or other deleterious matter and shall be practically free from soft, thin, elongated, or laminated

pieces.

Slag shall be air-cooled blast-furnace slag weighing

not less than 65 pounds per cubic foot when used

in that part of the sidewalk not subject to abrasion

and not less than 70 pounds per cubic foot when

used in the wearing course.

(d) Water.—Water shall be clean and practically

free from alkali, oils, or acid.

(e) Joint filler.—The joint filler shall be a suitable

elastic waterproof compound that will not become

soft and run out in hot weather, nor hard and

brittle and chip out in cold weather, or prepared

strips of fiber matrix and bitumen as approved by

the engineer. The strips shall be one-half inch in thickness, their width shall at least equal the full thickness of the slab, and their length shall at least equal the width of the slab at the joint.

(/) Forms.—Forms shall be of lumber 2 inches

thick, or of steel of equal strength, except on curves, where flexible strips may be used.

(g) Division plates.—Where division plates are used they shall be of J<£-inch steel as wide as the

depth of the slab and as long as the width of the

walk.

(h) Sub-base.—Only clean, durable material, such

as coarse gravel or steam-boiler cinders, free from

ash or particles of unburned coal, shall be used in the sub-base.

Note.—Eliminate this clause if sub-base is not required.

III. ONE-COURSE WORK

The sidewalk shall consist of one 5-inch course of concrete in the proportion of 1 part of Portland

cement, 2 parts of fine aggregate, and 3 parts of coarse aggregate.

The freshly-mixed concrete shall be placed

promptly on the prepared subgrade. It shall then

be struck off and tamped with a straightedge resting

upon the side forms and advanced with a crosswise sawing motion. Concrete may be delivered in trucks .from a centrally located mixing plant pro- vided the consistency of the concrete and the length

of haul are such that the concrete can be delivered

in a homogeneous and workable condition. The concrete shall then be floated with a wooden

float until the surface is true and the concrete thoroughly compacted.

IV. TWO-COURSE CONSTRUCTION

Two-course sidewalks shall consist of a base

4%-inches thick composed of concrete in the proportions of 1 part Portland cement, 3 parts of fine aggregate, and 5 parts coarse aggregate and a top

coat three-fourths inch thick composed of mortar

323
516.5 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

in the proportions 1 part Portland cement and 2

parts fine aggregate.

The base shall be deposited on the subgrade and

thoroughly compacted by tamping. It shall then

be struck off by a templet, which shall leave it nowhere less than three-fourths inch below the

finished surface. Within 45 minutes after the bottom course is laid and before the initial set has taken place, the material for the wearing surface shall be placed

and brought to the established grade by means of a strike board. After the wearing course has been brought to the

established grade it shall be worked with a wood

float in a manner which will thoroughly compact it and provide a surface free from depressions or

irregularities of any kind. American Society for Municipal Improvements,

standard specifications for concrete sidewalks, 1927. GENERAL REQUIREMENTS

MATERIALS

1. Cement.—The cement shall meet the require- ments of the current standard specifications for Portland cement of the American Society for Testing

Materials. (See A. S. T. M.: C9, 516.11, p. 294).

2. Aggregate.—Before delivery on the job, the contractor shall submit to the architect or engineer a 50-pound sample of each of the aggregates pro- posed for use. These samples shall be tested, and

if found to pass the requirements of the specifications, similar material shall be considered as accept- able for the work. In no case shall aggregate containing frost or lumps of frozen material be used.

(a) Fine aggregate.—Fine aggregate shall consist of natural sand or screenings from hard, tough crushed rock or gravel consisting of quartz grains or other hard material, clean and free from any surface film or coating, and graded from fine, coarse particles

predominating. Fine aggregate, when dry, shall pass a screen having 4 meshes to the linear inch; not more than 25 per cent shall pass a sieve having

50 meshes per linear inch, and not more than 5 per

cent shall pass a sieve having 100 meshes per linear inch. Fine aggregate shall not contain injurious

vegetable or other organic matter as determined by

the colorimetric test nor more than 5 per cent by

volume of clay or loam. Field tests may be made

by the architect or engineer on fine aggregate as delivered at any time during progress of the work.

If there is more than 7 per cent of clay or loam, by

volume, in one hour's settlement after shaking in 100 per cent of water, the material represented by

the sample shall be rejected.

Fine aggregate shall be of such quality that mortar composed of 1 part Portland cement and 3 parts

fine aggregate, by weight, when made into briquets or cylinders, shall show a tensile or compressive

strength, at 7 and 28 days, at least equal to the strength of briquets or cylinders composed of 1 part of the same cement and 3 parts standard

Ottawa sand by weight. The percentage of water

used in making the test specimens of cement and

fine aggregate shall be such as to produce a mortar

of the same consistency as that of the Ottawa sand

test specimens of standard consistency. In other

respects all briquets or cylinders shall be made in accordance with the methods of testing cement recommended by the American Society for Testing

Materials. (See A. S. T. M.: C9, 516.11, p. 294.)

(b) Coarse aggregate.—Coarse aggregate shall consist of clean durable crushed rock, pebbles, or crushed

blast-furnace slag, graded in size, free from vegetable

or other organic matter, and shall contain no soft,

flat, or elongated particles, The slag shall not

contain more than iy2 per cent of sulphur as sul- phides. _ The size of the coarse aggregate shall range from 1 inch down, not more than 5 per cent passing a screen having 4 meshes per linear inch, and no

intermediate sizes shall be removed.

(c) No. 1 aggregate for wearing course.—No. 1 aggregate for the wearing course shall consist of

clean, hard, tough, crushed rock or pebbles, free from vegetable or other organic matter and shall contain no soft, fiat, or elongated particles. It

shall pass, when dry, a screen having one-half inch square openings, and not more than 10 per cent

shall pass a screen having 4 meshes per linear inch.

3. Mixed aggregate.—Crusher-run stone, bankrun gravel, or mixtures of fine and coarse aggregate

prepared before delivery on the work shall not be

used.

4. Subbase.—Only clean, durable material, such

as coarse gravel or steam-boiler cinders free from

ash or particles of unburned coal shall be used in the subbase.

Note.—Eliminate this clause unless subbase is required

5. Water.—Water shall be clean, free from acid,

alkali, vegetable, or other organic matter.

6. Color.—If artificial coloring material is re- quired, only those mineral colors shall be used

which, in the amount hereinafter specified, will not appreciably impair the strength of the cement.

7. Reinforcement.—The reinforcing metal shall meet the requirements of the current standard

specifications for steel reinforcement of the American Society for Testing Materials. It shall be free from excessive rust, scale, paint, or coating of any

character which will tend to reduce or destroy the bond. The reinforcement shall have a weight of not less than 28 pounds per 100 square feet.

8. Joint filler.—The joint filler shall be of a suit- able elastic waterproof compound that will not be- come soft and run out in hot weather, nor hard and

brittle and chip out in cold weather, or prepared

strips of fiber matrix and bitumen as approved by

the architect or engineer. The strips shall be onehalf inch in thickness, their width shall at least equal the full thickness of the slab and their length

shall at least equal the width of the slab at the joint.

SUBGRADE

9. Preparation.—All soft and spongy places shall be removed and all depressions filled with suitable material, which shall be thoroughly compacted in layers not exceeding 6 inches in thickness. The

subgrade shall be thoroughly tamped until it is brought to a firm, unyielding surface. It shall have a slope of not more than one-half inch per foot. When the concrete sidewalk is to be constructed over an old path composed of gravel or cinders, the

old path shall be entirely loosened, the material spread for the full width of the subgrade and compacted as specified.

10. Deep fills.—All fills shall be made in the manner satisfactory to the architect or engineer.

The use of muck, quicksand, soft clay, spongy, or perishable material is prohibited. The top of all

fills shall extend beyond the walk on each side at

least 1 foot, and the sides shall have a slope greater

than 1 or

11. Drainage.—When required, a suitable drain- age system shall be installed and connected with

sewers or other drains indicated by the architect

or engineer.

12. Depth.—The subgrade shall be not less than

inches below the finished surface of the walk.

Note.—Subgrade to be at least 5 inches below the finished surface

of the walk when the subbase is not required and at least 11 inches below when subbase is required.

324
STONE, SAND, AND CEMENTITIOUS MATERIALS 516.5

SUBBASE

(Omit these sections unless subbase is required) . 13. Thickness.—On the subgrade shall be spread a material as hereinbefore specified which shall be

thoroughly rolled or tamped to a surface at least inches below the finished grade of the walk. On

fills the subbase shall have the same slope as the

sides of the fill. 14. Wetting.—While compacting the subbase the material shall be kept thoroughly wet, and shall be wet when the concrete is deposited, but shall show no pools of water.FORMS

15. Materials.—Forms shall be free from warp

and of sufficient strength to resist springing out of shape.

16. Setting.—The forms shall be well staked or otherwise held to the established lines and grades

and their upper edges shall conform to the established grade of the walk.

17. Division plates.—Suitable metal division plates

shall be provided to completely separate adjacent

slabs during construction unless otherwise permitted

by the architect or engineer.

18. Treatment.—All wood forms shall be thor- oughly wetted and metal forms oiled or coated with soft soap or whitewash before depositing any

material against them. All mortar and dirt shall be removed from forms that have been previously

used. CONSTRUCTION

19. Size of slabs.—The slabs or independently

divided blocks when not reinforced shall have an

area of not more than 100 square feet. Length of slab shall be equal to the width and all slabs of 100 square feet shall be reinforced.

20. Thickness of walk.—Minimum thickness to be

4 inches.

21. Joints.—A one-half inch joint shall be pro- vided at least once every 50 feet in the length of the wr alk, which shall be filled with suitable material

as specified under "Joint filler." A similar joint

shall be provided at each intersection of sidewalk

and street curb and at such other points as may be

designated by the architect or engineer. Sidewalks

in business districts shall be separated from abutting

buildings by a one-half inch joint. 22. Protection of edges.—Where required by the

architect or engineer, the edges of the slabs at the

joints shall be protected by metal. Unless protected

by metal, the upper edges of the slabs shall be rounded to a radius of one-half inch. The edges

of all slabs abutting a business street which act as curbing must be protected by suitable metal angles or corner bars as approved by the architect or engineer

MEASURING AND MIXING

23. Measuring.—The method of measuring the materials for the concrete or mortar, including

water, shall be one which will insure separate and

uniform proportions of each of the materials at all times. A sack of Portland cement (94 pounds net)

shall be considered 1 cubic foot. 24. Machine mixing.—All concrete shaU be mixed

by machine except when the aichitect or engineer

shall otherwise permit under special conditions. A

batch mixer of any approved type shall be used. The ingredients of the concrete or mortar shall be mixed to the specified consistency, and the mixing

shall continue for at least one minute after all materials are in the drum. The drum shall be completely emptied before receiving material for the

succeeding batch.

25. Hand mixing.—When it is necessary to mix

by hand, the materials shall be mixed dry on a

water-tight platform until the mixture is of uniform

color, the required amount of water added, and the mixing continued until the mass is of proper consistency and homogeneous.

26. Retempering.—Retempering of mortar or concrete which has partially hardened—that is, re- mixing with or without additional materials or water—shall not be permitted.

PROTECTION

27. Treatment.—As soon as the finished work has hardened sufficiently to prevent damage, the surface of the walk shall be sprinkled with clean water

or preferably covered with at least 1 inch of wet

sand or earth and kept wet for at least seven days.

28. Protection.—The freshly finished work shall be protected from hot sun and drying winds until

it can be sprinkled and covered as above specified.

The concrete surface must not be damaged or pitted

by rain drops, and the contractor shall provide and

use, when necessary, sufficient tarpaulins to completely cover all sections that have been placed

within the preceding 12 hours. The contractor

shall erect and maintain suitable barriers to protect the walk from traffic, and any section damaged from

traffic or other causes occurring prior to its official acceptance shall be repaired or replaced by the

contractor at his own expense in a manner satis- factory to the architect or engineer. Before the sidewalk is opened to traffic the covering shall be

removed and disposed of by the contractor. The

walk shall not be opened to traffic until the architect

or engineer so directs. 29. Temperature below 35° F.—If at any time

during the progress of the work the temperature is, or in the opinion of the architect or engineer will, within 24 hours, drop to 35° F., the water and

aggregates shall be heated and precautions taken

to protect the work from freezing for at least five days.

30. Name stamp.—The contractor shall mark in the walk at each end of every 150 feet of walk or

fraction thereof, either by stamping or by inlaying an approved metal plate, his name and the year in which the walk is constructed. The stamped letters shall be 1 inch high and one-fourth inch deep. If a

metal plate is used, the top of the plate shall be

flush with the top of the walk. TWO-COURSE SIDEWALK

For 2-course walks the following will apply in addition to the general requirements: CONCRETE BASE

31. Proportions.—The concrete shall be mixed in the proportions by volume of 1 sack of Portland

cement, 2 cubic feet of fine aggregate, and 4 feet of coarse aggregate. * 32. Consistency.—The materials shall be mixed

wet enough to produce a concrete of consistency that

will flush readily under slight tamping, but which can

be handled without causing a separation of the coarse aggregate from the mortar.

33. Placing.—After mixing, the concrete shall be

handled rapidly, and the successive batches deposited

in a continuous operation, completing individual

sections to the required depth and width. Under no

circumstances shall concrete that has partly hard- ened be used. The forms shall be filled and the

concrete struck off and tamped to a surface the thick- ness of the wearing course below the established grade

of the walk. The method of placing the various

sections shall be such as to produce a straight clean325
516.5 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

cut joint between them so as to make each section an independent unit. If dirt, sand, or dust collects on the base it shall be removed before the wearing

course is applied. Workmen shall not be permitted

to walk on the freshfy-laid concrete. Any concrete

in excess of that needed to complete a section at the stopping of work shall not be used. In no case

shall concrete be deposited upon a frozen subgrade

or sub-base.

34. Reinforcing.—Slabs having an area of more

than 100 square feet or having dimensions greater

than 10 feet shall be reinforced with wire fabric or with plain or re-formed bars. The reinforcement

shall be placed upon and slightly pressed into the concrete base immediately after the base is placed.

It shall not cross joints and shall be lapped suf- ficiently to develop the full strength of the metal. The reinforcement shall not be less than 1 inch from

the finished surface of the walk.

WEARING COURSE

35. Proportions for mixture No. i.—The wearing

course shall be mixed in the proportions of 1 sack

of Portland cement and 2 cubic feet of fine aggregate.

The minimum thickness shall be one-half inch. Note.—Proportions and thickness for residence districts or where

traffic is light. 36. Pro-portions for mixture No. 2.-—The wearing

course shall be mixed in the proportions of 1 sack

of Portland cement, 1 cubic foot of fine aggregate,

and 1 cubic foot of No. 1 aggregate for wearing

course. The minimum thickness shall be 1 inch. Note.—Proportions and thickness for business districts or where

traffic is heavy. 37. Consistency.—The mortar shall be the dryest consistency possible to work with a sawing

motion of the strike board.

38. Placing.—The wearing course shall be placed

immediately after mixing. It shall be deposited on

the fresh concrete of the base before the latter has

appreciably hardened and brought to the established grade with a strike board. In no case shall more than

45 minutes elapse between the time the concrete for the base is mixed and the wearing course is placed.

39. Finishing.—After the wearing course has been

brought to the established grade by means of a

strike board it shall be worked with a wood float in a manner which will thoroughly compact it and

provide a surface free from depressions or irregularities of any kind. When required, the surface

shall be steel troweled, but excessive working shall be avoided. In no case shall dry cement or a mixture of dry cement and sand be sprinkled on the

surface to absorb moisture or to hasten hardening.

When division plates are not used the slab markings

shall be made in the wearing course directly over the

joints in the base with a tool which will completely

separate the wearing course of adjacent slabs. Unless protected by metal, the surface edges of all slabs

shall be rounded to a radius of one-half inch.

40. Coloring.—If artificial coloring is used it must

be incorporated with the entire wearing course and

shall be mixed dry with the cement and aggregate

until the mixture is of uniform color. In no case

shall the amount of coloring exceed 5 per cent of the weight of the cement.

ONE-COURSE SIDEWALK

For 1 -course walks the following will apply in addition to the general requirements:

41. Proportions.—The concrete shall be mixed in the proportions of 1 sack of Portland cement to not more than 2 cubic feet of fine aggregate and not more than 3 cubic feet of coarse aggregate, and in no

case shall the volume of the fine aggregate be less than one-half the volume of the coarse aggregate.

A cubic yard of concrete in place shall contain not

less than 6%o cubic feet of cement.

42. Consistency.—The materials shall be mixed

with sufficient water to produce a concrete which

will hold its shape when struck off with a strike board. The consistency shall not be such as to cause a separation of the coarse aggregate from the mortar in handling.

43. Placing.—After mixing, the concrete shall be

handled rapidly and the successive batches deposited

in a continuous operation, completing individual

sections to the required depth and width. Under

no circumstances shall concrete that has partly

hardened be used. The forms shall be filled and the

concrete brought by means of a strike board to a

- surface one-quarter inch above the established grade

(to allow for compacting by roller in finishing) . The

method of placing the various sections shall be such

as to produce a straight, clean-cut joint between

them so as to make each section an independent

unit. Any concrete in excess of that needed to complete a section at the stopping of work shall not be

used. Workmen shall not be permitted to walk on

the freshly laid concrete. In no case shall concrete be deposited upon a frozen subgrade or subbase.

44. Reinforcing.—Slabs having an area of more

than 100 square feet or having dimensions greater

than 10 feet shall be reinforced with wire fabric or with plain or deformed bars. The reinforcement

shall be placed 2 inches below the finished surface of the walk. The reinforcement shall not cross joints

and shall be lapped sufficiently to develop the full strength of the metal.

45. Finishing.—After the concrete has been

brought by means of a strike board to a surface one- quarter inch above the established grade it shall be

rolled transversely with a metal roller having a smooth even surface approximately 3 feet in length

and from 6 to 8 inches in diameter and weighing not more than 50 pounds. The rolling must be done

from the side or in such a manner that the surplus water is displaced from the surface of the concrete. The rolling must be continued at intervals of 15 to 40 minutes until all excess water is removed.

Unless protected by metal, the surface edges of all slabs shall be rounded to a radius of one-half inch. (Cross out the following sections except for the

surface desired:)

(a) Smooth surface.—Following the rolling above

described, the surface of the concrete shall be

troweled with a steel trowel to a smooth, even

surface, free from depressions or irregularities of any

kind. Excessive working of the surface with the

trowel shall be avoided.

(b) Medium rough surface.—Following the rolling

above described, the surface shall be floated with a wooden float only, producing an even, gritty finish. On wide sidewalks, after rolling, the finishing may

be done with two applications of a canvas belt not

less than 6 inches wide and about 2 feet longer than

the width of the sidewalk. For the first application the belt shall be drawn across the surface with

vigorous strokes at least 12 inches long and moved

ahead very slightly at each stroke. The second

application shall be given immediately after the water glaze or sheen disappears, and the stroke of the belt shall be not more than 4 inches, while the

longitudinal motion shall be greater than during

the first application.

(c) Rough surface.—Following the rolling above

described, the surface shall be floated with a wooden

float, leveling all sags and producing an even surface. After being floated in this manner, the roughening

shall be done by slapping the surface of the concrete with the face of the float, raising the float vertically

from the concrete after each stroke. 326
STONE, SAND, AND CEMENTITIOUS MATERIALS 516.9

516.9. MISCELLANEOUS SPECIFICATIONS

FOR CEMENT AND CONCRETE.

American Concrete Institute, standard specifica- tions for concrete floors, serial designation C-2A-24,

1924. (See 518.56, p. 423.) American Concrete Institute, tentative recom- mended practice for treatment of exterior surfaces

of industrial reinforced-concrete buildings, serial designation C-3B-25T, 1925. (This recommended practice is designated to outline approved methods of treating the exterior surfaces of concrete factories, warehouses, and other

industrial buildings in such manner as to produce

pleasing and durable surfaces. The treatments are described in the recommendations under the follow- ing five general classes) : (a) Pointing and patching;

(6) correction of column and beam lines, fill joints, etc.; (c) cement washes and proprietory paints;

(d) rubbed finishes; and (e) tooled finishes. American Concrete Institute, tentative specifica- tions for concrete sewer manhole and catch-basin

block, serial designation P-1C-27T, 1927. (See 518.65, p. 448.) American Concrete Institute, sewer pipe and

monolithic sewers.

1. Tentative specifications for reinforced-concrete sewer pipe, seiial designation P-7C-25T, 1925. (See 518.67, p. 449.)

2. Standard specifications for monolithic concrete

seweis, serial designation S-3A-24, 1924. (See 518.67, p. 451.) American Concrete Institute, cement concrete pavements.

(See 518.31, p. 379 for the following standards:)

1. Standard specifications for 1-course Portland- cement concrete pavements for highways, serial designation S-6A-28, 1928.

2. Standard specifications for 2-course Portland- cement concrete pavements for highways, serial designation S-6B-28, 1928.

3. Standard specifications for 1-course Portland- cement concrete street pavement, serial designation

S-6C-28, 1928.

4. Standard specifications for 2-course Portland- cement concrete street pavement, serial designation

S-6D-28, 1928. i American Concrete Institute, tentative specifica- tions for concrete curb and concrete curb and gutter,

serial designation S-6E-27T, 1927.

(See 518.63, p. 441.) American Electric Railway Association, specifica- tion for the manufacture of reinforced concrete poles

(recommended), serial No. D108—26, 1926.

Note.—The full text of this specification includes requirements for reinforcement, samples for tests, forms, assembling of reinforcement, mixing and placing, curing, and regulations to be applied in tests, inspection, and rejection. This specification includes the following require- ments for materials and proportions:

CEMENT

Portland cement shall meet the requirements of the American standard specifications for Portland cement of the American Engineering Standards

Committee. (See A. S. T. M. C9, 516.11, p. 294.) Cement shall be stored at the plant so that it will not be exposed to dampness, and if intended to be

stored any length of time it should be placed in a

weather-tight structure with floor raised not less than 1 foot from the ground. Cement that has hardened or partially set shall not be used. FINE AGGREGATES

(a) General requirements.—Fine aggregate shall consist of natural sand or screenings from hard,

tough, crushed rock, or gravel consisting of quartz

grains, or other hard material, clean and free from

any surface film or coating and graded from fine to

coarse, with the coarse particles predominating.

(b) Grading.-—Fine aggregate, when dry, shall pass a screen having 4 meshes to the linear inch; not more than 25 per cent shall pass a sieve having

50 meshes per linear inch and not more than 5 per

cent shall pass a sieve having 100 meshes per linear

inch.

(c) Impurities.—Fine aggregate shall not contain

injurious vegetable or other organic matter as deter- mined by the colorimetric test and not more than

5 per cent by volume of clay or loam. If more than

5 per cent of sediment appears above the fine aggre- gate in one hour's settlement after shaking a sample

in a 100 per cent excess of water the material repre- sented by the sample shall not be used in the work.

Colorimetric tests shall be made in accordance

with A. S. T. M. C40. (See 512.10, p. 213.) COARSE AGGREGATE

Coarse aggregate shall consist of clean, hard,

tough, crushed rock or pebbles graded in size, free from vegetable or other organic matter, and shall contain no soft, flat, or elongated particles. The

size of the coarse aggregate shall range from three- fourths inch down, not more than 5 per cent passing a screen having four meshes per linear inch and no

intermediate sizes shall be removed.

WATER

Water shall be clean, free from oil, acid, alkali, or vegetable matter. PROPORTIONS

Using the separate fine and coarse aggregates and

the consistency specified herein, the proportions

shall be 1 part of Portland cement, Y)'i parts fine aggregate, and 2 parts of coarse aggregate by vol- ume. Under ordinary conditions this should pro- duce a concrete having a compressive strength of

3,000 lbs. /in. 2 at 28 days. The method of measuring the materials, including water, for the concrete should be one which will insure separate and uniform

proportions of the materials at all times. As a rule, measurements by weight are more uniform and accurate than measurements by volume.

American Petroleum Institute, code of recom- mended field practice, standard rigs and derricks,

July, 1928. Specifications for concrete derrick foundations. (Prepared in cooperation with Portland Cement

Association.)

The following is submitted as a type of specifica- tions suitable for the construction of concrete rig

and derrick foundations and other structures about an oil well where conditions are such that refine- ment of methods is practically impossible. This

specification should not be used for other classes of work. MATERIALS

Portland cement.—The cement shall be new and

free from lumps. The foreman shall promptly

reject any cement that has hardened or partially

set, and shall protect all cement delivered on the

site by storing it in a shed, if possible, or by covering it with tarpaulins until it is ready to be used. Cement shall not be piled on the ground, but shall be neatly stacked on a platform held at least 6

inches from the earth. Cement that has been

rained upon or otherwise subjected to dampness

shall not be used. Aggregates.—The sand and stone shall be clean and free from lumps of earth or other foreign matter,.

100925°—30 22 327
516.9 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

and the particles shall not be coated with mud,

oil, or any other injurious substances. The sand

shall not be composed of uniform size grains, but

shall contain both fine and coarse particles, the

coarse predominating. The stone or gravel should be of different sizes, varying from one-fourth of an

inch as the smallest to particles that will pass through a 2-inch circular opening as the largest. The foreman shall see that the stone and sand

are stored in separate piles and protected from the addition of foreign substances. Locally dug gravel or stone shall not be used

except upon written permission of the oil company's

representative.

Mixing water.—Mixing water shall be free from

oil, acid, and injurious amounts of vegetable matter

or salts. In general, if the water is unfit for drink- ing it is unfit for concrete. The foreman shall see that the best water available at the site is used. PROPORTIONING AND MIXING

General.—The unit of measure shall be the cubic

foot. One sack of cement (94 pounds) is assumed

as 1 cubic foot. The foreman shall provide a wooden

box whose inside dimensions shall be exactly 12 inches square and 12 inches deep, made with a bottom if concrete is mechanically mixed, and

without a bottom if mixed by hand. The box shall have suitable handles for convenience in lifting. If concrete is to be mixed by hand the foreman

shall provide a water-tight mixing platform at least 7 feet wide and 12 feet long. He shall also provide a can of known gallon capacity for measuring the mixing water. Measuring ingredients.—All ingredients shall be

accurately measured to secure the specified proportions in each batch. The stone and sand must be measured separately. The water shall be so measured as to insure the specified quantity in each

batch. Hand mixing.—In case concrete is hand mixed

it shall be done in the following manner and order: The measured quantity of sand is to be spread out evenly on the platform. On this is evenly spread

the required amount of cement. The cement and

sand are then turned over thoroughly with square

shovels enough times to produce a mass of uniform

color. The measured quantity of broken stone or gravel is then spread in a layer on top of the cement- sand mixture and all the materials again mixed by

turning with shovels until the stone has been uni- formly distributed throughout the mass. A depression or hollow is then formed in the center of the

pile and the measured water added slowly while the materials are turned, this turning being continued

until the whole mass is in a plastic or pasty jellylike

consistency.

Machine mixing.—If a mechanical mixer is used

the measured ingredients are to be placed in the mixer and mixed for not less than two minutes.

PROPORTIONING

The proportions of materials for concrete going

into rig and derrick corner foundations shall be based on the requirements for a workable mix, containing not more than 7 gallons of water per sack

of cement. In case the sand is very wet, as right

after a rain, the water must be reduced to 6 gallons per sack of cement. If the sand is uniformly damp,

gallons of water should be used per sack of cement. The other ingredients shall be proportioned as follows: One sack of Portland cement. Two cubic feet of sand. Three and one-half cubic feet of gravel or stone.

The mixture shall be such as to produce concrete that can be worked readily into the corners and

angles of the forms with ordinary spading. The

workability will be controlled by adding or deducting sand or stone, but in no case shall the amount of stone be such as to produce difficulty in placing or honeycombing in the structure. Most important

of all, the amount of water specified for each sack

of cement shall in no case be exceeded. Handling and placing.—Concrete shall be placed

in the forms in such a manner as to prevent the

separation or loss of ingredients. Each batch as placed shall be well spaded into the corners of the form so as to eliminate air pockets and prevent

honeycombing. Concrete must be placed in the forms immediately after being mixed, and under no

circumstances shall concrete -that has partially

hardened be deposited in the forms. Admixtures.—Calcium chloride or other admixtures shall not be added to the concrete except upon

written order of the oil company's representative,

and then only in the proportions specified by him.

If admixtures in liquid form are ordered the quantity used must be deducted from the mixing water. American Railway Association, signal section,

specification 11622, November, 1922, cement concrete battery box.

1. Pur-pose.—The purpose of this specification is to provide cement concrete battery box for housing

primary and storage batteries.

2. Drawings.—Purchaser's drawings accompanying this specification and forming an essential part

thereof are Figure 109, A. R. A. Sig. Sec. drawing

1597A and Figure 110, A. R. A. Sig. Sec. drawing

1598A.

3. Material and workmanship.—Material and

workmanship shall be first class in every respect.

4. Reinforcements.—(a) Reinforcing material shall be deformed one-fourth inch square steel rod or its equivalent.

(b) Reinforcement shall be placed not more than

1 inch nor less than one-half inch from inner surface

of box.

(c) Bottom and walls of box, including the space above outlets, shall be completely reinforced with

0.0G8-inch steel mesh netting.

(d) Two reinforcing rods properly bent shall form two complete reinforcing bands around top of box

above outlets; ends of each rod shall lap not less than 6 inches.

(e) One reinforcing rod of length 2 inches less than the height of wall shall be placed vertically 2 inches from inside corner in end walls and ap- proximately 8 inches from inside corner in side walls.

(/) Bottom of box shall be reinforced lengthwise

and crosswise with reinforcing rods of length 2

inches less than outside dimension of the box and

spaced not more than 12 inches apart.

5. Cement.—The cement shall conform to the

specifications of the purchaser.

6. Sand.—Sand shall be clean, sharp, and coarse.

It shall be free from humus content and other

foreign matter, but may contain a clay dust not to exceed 5 per cent.

7. Water.—Water shall be clean, fresh (not salt), and free from sewage or other impurities detrimental

to the concrete.

8. Stone or gravel.—(a) Stone or gravel shall be sound, hard, and durable and shall be clean and

free from shale, dust, loam, clay, or any foreign substance.

(b) Stone or gravel shall be of such size as to pass over a %-inch and through a %-inch screen.

9. Waterproofing.—A thin coat of mortar, or

grout, shall be applied for a finishing coat upon

which shall be placed a covering of suitable waterproofing.

328
STONE, SAND, AND CEMENTITIOTJS MATERIALS 516.9

15986

1598SWHIM ntCESSARY. TD FREVtflT DUST AMD BlffT fROri EHTER1R0 BOX A TILT 6ASKTTT MM BE

INSTALLED INSIDE Of COVER AS SHOWN

FOUR l«H PIPE ENTRANCE TOR PARKWAY WBlt

TO BE USED ONLY WHEH SPECIFIED. BQXtS SHALL BLIM ACCORDANCE, WTTH ARA

SIGNAL SECTION SPECIFICATIONH3-

•V .1 f I I597J

• 4-2"

3T5-5"

5-IP -ir-i-xv-iir-

(5972 "S5974 CONCRETE BATTERY BOX

Figure 109.—A. E. A., S. S., drawing No. 1597

A

(For details see fig. 110)

329
516.9 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

85985 HASP

O.H.S. •to|" - 9" o7

"ft* 44=

I5S86 BRACKET

O.H.S.

Tit

15967 OUTLET CAP

cast won

559-38 OUTLET COVER

.H'llUSSTD. SHEET STEEL.

IT

I 41

15989 COVER 159810 SLAT FLOOR L=I8 ' 159813

n»i2Uism 15981 1 " " L=l9a CHANNEL*

sheet sua 159812 " « L=26" carhegie su.ni wwvim. >.ts-tf » — IBS PER FT NOTE: HMXfUALSHftU. BE W A'lORBARtE WITH o

' ' » AM SI6M mmSPECIFICATION. 1

'

1

159814 EYE BOLT

otu J ?

SIAIE OF INCHES. CONCRETE BATTERY BOX

DETAILS Figure 110.

A. R. A., S. S., drawing No. 1598

A

330
STONE, SAND, AND CEMENTITIOUS MATERIALS 516.9

10. Proportions.—(a) The concrete shall be mixed

in the proportion of 1 part of cement to not more

than 1H parts of sand, and 2 parts of stone or

gravel, measured separately.

(6) The fine and coarse aggregates shall be used

in such relative proportions as will insure maximum

density.

11. Mixing.—(a) The mixing shall be done in a machine of the batch type.

(6) Each batch shall be mixed for not more than

one and one-fourth minutes nor less than one

minute.

12. Consistency.—The materials shall be wet mixed and of such consistency as with continual puddling, to barely flow into the form and about the metal reinforcement, without a separation of the aggregates while placing or while being conveyed

from place of mixing to the forms.

13. Placing of concrete.—(a) The concrete shall be

spaded along each surface of the mold as it is de- posited to insure the smoothest possible finish. Every section shall be completely filled before any

portion of the concrete has set.

(6) Concrete that has partially set shall not be

used.

14. Temperature.—Concrete shall not be mixed

nor placed where and when the temperature is below 40° F.

15. Forms.—The forms shall be substantially

built and in such manner that the product will con- form accurately to the measurements as specified on drawings. The forms shall be water-tight and

shall be coated with oil or grease to prevent concrete adhering to them. The oil or grease shall be of such character that it will not discolor the concrete.

16. Removing forms.—Forms shall not be re- moved until the concrete has set sufficiently to prevent its adhering to the forms when they are removed.

17. Outlets.—(a) Outlets shall be provided in ac- cordance with Figure 109.

(b) One piece of 35-mesh copper screen, the size of the outlet cover, shall be provided for one outlet

of each box for housing storage batter}7. 18. Cover.—(a) Cover shall be made of good

quality, well-seasoned, fir lumber. The lumber shall be matched seven-eighths inch thick, surfaced both

sides. Cleats shall be of n/% by 4 inch lumber, sur- faced four sides.

(6) Wooden cover shall be so constructed as to prevent rain entering the box. It shall be covered with galvanized sheet iron. If two or more sheets

of sheet iron are used, the joints shall be lap-turned.

The sheet iron shall be fastened at front, back, and

ends with No. 12 round-head wood screws, spaced

4 inches apart.

19. Hinges and hasps.-—Hinges and hasps shall be

fastened to cover beneath metaljcovering with 1-inch No. 12 wood screws.

20. Eye rod.—An eye rod shall be provided at each end of box to support cover when raised, ex- cept as provided on A. R. A. Sig. Sec. 1597A.

21. Ironwork.—There shall be no exposed iron- work inside of box; all bolts, screws, and nailheads

shall be countersunk and protected with acid-proof

compound.

22. Inside coating.—The entire inside surface and

top edges of box for housing storage battery and all surfaces of wire board and cover shall be given two

coats of asphaltum paint before installation of wire

board.

23. Painting.—Exposed ironwork shall be thor- oughly cleaned and given either a priming brush or dipping coat of red-oxide or graphite paint and two

coats of light-gray paint.

24. Wire board and lining.—The wire board,

lining, and frost board shall be of good quality, well- seasoned, cypress, fir, or white pine lumber.

25. Inspection.—Inspection requirements same as

for A. R. A. Sig. Sec. specification 11328. (See

522, p. 491.)

26. Tests.—(a) Section 5 items (a), (6), (c), and

(d) of No. 11328 are part of the test requirements

of this specification.

(6) The finished box shall not show visible defects, cracks, or leaks during or after completion of the

following tests, which shall be made at the option of the purchaser on each separate box at the place of manufacture or on arrival at destination:

(1) The box shall be suspended continuously for

five hours on a single rigid beam placed through the

front outlet at one end and rear outlet at the other

end, and supported at each end outside of the box. At the end of five hours the beam shall be changed

to extend through the other two outlets and test continued for five hours more.

(2) The box shall be supported free from ground

or floor on two beams of 2 inches surface placed

directly beneath the box and allowed to stand for 48 hours while filled with water to within 1 inch of the bottom of outlet opening.

(c) To determine humus content of sand, fill a wide-mouthed bottle two-thirds full of suspected

material and add sufficient 4 per cent solution of sodium hydroxide to fill the bottle: shake occasionally, and if after 24 hours solution is not darker

than a straw color, it is safe; if very dark, it shall not be used.

27. Curing.—Upon removal of the forms the

finished product shall be protected from the direct rays of the sun and wind for a period of 48 hours and

shall be kept wet by sprinkling for at least 7 days.

The temperature of the air in which the curing is done shall be maintained above 40° F., but artificial heat exceeding 110° F. shall not be used.

28. Packing.—Material shall be so prepared as to permit convenient handling and to protect against

loss or damage during shipment.

29. Marking.—(a) Purchaser's order, requisition

and package number, name of consignor, and name

and address of consignee shall be plainly marked on

outside of package.

(6) Detail list of loose pieces, containers, and their contents shall be furnished for each shipment.

Where carload shipments are made, routing and car

identification shall be shown.

(c) Where carload shipments are made, name and

address of consigneee may be omitted.

30. Warranty.—(a) Contractor shall warrant the

material covered by this specification to be free from defects in material and workmanship under

ordinary use and service, his obligation under this warranty being limited to making, at point of production, any part or parts to replace those which

shall be found defective within one year after shipment to the purchaser. This warranty shall not

apply to any apparatus which shall have been

repaired or altered in any way by any one other than

the manufacturer thereof, so as to affect, in the

contractor's judgment, its proper functioning or

reliability or which has been subject to misuse,

negligence, or accident. American Eailway Association, signal section,

specification 12422, November, 1922, concrete

trunking, capping and supports.

(This specification is identical with A. R. A.

Sig. Sec. No. 11622 (given above) as to requirements

under the following headings: Material and workmanship, cement, sand, water, stone, or gravel,

proportions (except that this specification calls for

331
516.9 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

2 parts of sand and 2 parts of stone or gravel to 1 of cement), consistency, placing of concrete, temperature, forms, removing forms, curing, inspection,

packing, marking, and warranty. This specification

has the following in addition)

:

Purpose.—The purpose of this specification is to provide for reinforced concrete trunking, capping,

and supports to be used for the protection of rubberinsulated wire. Drawings.—Purchaser's drawings accompanying

this specification and forming an essential part

thereof are Figure 111, A. R. A. Sig. Sec. drawing

1452, and Figure 112, A. R. A. Sig. Sec. drawing

1453. Reinforcements.—Reinforcing material shall be

deformed one-fourth inch square steel rod or its equivalent.

Mixing.—(a) The mixing shall be done in a machine of the batch type.

(b) Each batch shall be mixed for not less than one minute nor more than one and one-half minutes.

Tests.—(Sec. 5, items (a), (6), (c), and (d) of A. R. A. Sig. Sec. specification 11328, are part of the

test requirements of this specification, with the

following additional:)

(a) Material shall be cured not less than 28 days

before testing. Trunking shall be supported for a

distance of 3 inches at each end. Where side walls are 5 inches high, outside dimensions, it shall support a weight of 500 pounds, concentrated within

12 inches in the center, without showing cracks. Where side walls are 6% inches high, outside dimensions, it shall support a weight of 800 pounds,

concentrated within 12 inches in the center, without

showing cracks.

(6) To determine humus content of sand, fill a wide-mouthed bottle two-thirds full of suspected

material and add sufficient 4 per cent solution of sodium hydroxide to fill the bottle; shake occasionally, and if after 24 hours solution is not darker than a straw color, it is safe; if very dark, it shall not be

used.

Finishing.—Before concrete is fully set all sharp

edges shall be removed.

Outlets.—Outlets for branch leads, when specified, shall be provided when pouring concrete, using

blocks of the size required to admit branch leads. Finished product.-—Trunking and capping shall be

true to form and have a uniform thicknesss throughout not varying in thickness more than one-eighth

inch from dimensions shown on drawings.

American Railway Association, telegraph and tele- phone section, reinforced concrete poles, specifica- tion l-A-8, 1925. This specification includes the following require- ments for materials and proportions:

A. GENT5RAL

This specification prescribes the general require- ments for the manufacture of reinforced concrete telegraph and telephone poles.

B. MATERIAL

Cement.—An approved grade of Portland cement

shall be used. Sand.—Sand shall be clean, sharp, and coarse, free of humus content and other foreign materials, but

may contain a clay dust not to exceed 5 per cent. Water.—Water should be clean, fresh (not salt), and free from sewage or other impurities detrimental

to the concrete. Stone or gravel.—Stone or gravel shall be sound,

hard, and durable, and shall be clean, and free from

shale, dust, loam, clay, or any foreign substance.

If necessary to meet these requirements, broken

stone shall be screened and washed. The size of I

pieces shall range from a minimum of one-fourth

inch to a maximum of three-fourths inch.

Steel reinforcing.—Steel reinforcing shall be de- formed square rods of high grade, having an elastic limit of 55,000 lbs./in.2 Proportions.—The concrete shall be mixed in the

proportion of 1 part of cement to not more than 2

parts of sand and 2 parts of stone or gravel measured separately.

C. PROCESS OF MANUFACTURE

Method of casting.—The entire pole shall be cast at same time. Method of reinforcing.—All steel reinforcement

shall be of the cage type of construction, steel being

placed in its designated position and maintained

there throughout the process of manufacture. All

chairs or other devices used to retain the reinforce- ment in position shall be of rustproof material, and if any portion of such chairs or devices is exposed at the

surface it shall be confined to a point of contact with

the form. Steel reinforcement shall be covered at

all points by not less than three-fourths inch of concrete. No splicing will be permitted in the rein- forcement rods unless made by such method that it will leave the splice equally as strong as the re- mainder of the rod, to the satisfaction of the purchaser. The surface of all steel reinforcement used

shall be free from rust, oil, or grease, so that there

will be a perfect and lasting bond between the concrete and the steeL Mixing.—(a) The mixing shall be done in a machine of the batch type.

(6) Each batch to be mixed not less than one minute or more than one and one-half minutes.

Consistency.—The material shall be mixed by the wet process, the quantity of water employed being not less than 70 per cent by weight of the quantity

of cement employed. The finished product shall be

free from all air pockets or other voids, dense and

waterproof.

Placing of concrete.—(a) Every section shall be

completely filled before any portion of the concrete has set.

(b) Concrete that has partially set or has been

mixed over 30 minutes shall not be used.

(c) If a core is used it shall be so designed that no pressure shall be brought to bear on the concrete

in removing same.

(d) In placing the concrete the larger aggregates

shall be brought to the exterior surface of the finished

poles, the space between the larger aggregates being

completely filled with the smaller aggregates and

the whole strongly bonded by the cement, the object

being to produce a smooth surface. The mixture

should be uniform over the entire exterior surface of the poles.

Dimensions.—Dimensions of poles shall be in accordance with Figure 113 A. R. A., T. & T. No.

1293. Temperature.—Concrete shall not be mixed nor

placed when the temperature is below 40° F. This

applies to the place where manufactured.

Handling.—Forms shall not be removed until the

concrete has attained a set sufficiently hard to pre- vent its adhering to them when they are removed.

Curing.—Upon removal of the forms the finished product shall be protected from the direct rays of the sun and wind for a period of 48 hours and shall be kept wet by spi inkling for at least 7 days. The

temperature of the air in which the curing is done

shall be maintained at above 40° F., but artificial heat exceeding 110° F. shall not be used, except

when placed in a chamber containing unsaturated water vapor where temperatures up to 180° F. are

permissible.

332
STONE, SAND, AND CEMENTITIOUS MATERIALS 516.9

-24- 21

48-

48 — O^r

-96- 43-

•24-

• TRUKKiHG MOTE: for detail of reikforcewent

SEE DRAWING 1453.

96

NAILS. CUNqtD

(•2

13

WIRE RACK

ROUGH YH.L0W PINE.

—us

— 13

1

50-

KANOLES TO BE OMITTED FROM 2 AM) 4 CAftWG ^CENTER Utf

-24- -fr-HH IT

13—

r4

T5°

'TP:

CAPPING j 2 L

-J1 0_

nri

HANDLE FOR CAPPING OH STEEL ANCHOR STUD

0.H STEEL PIER

3 6 9 12

1 i i i ' ' I Kill AND ALL DIMENSIONS GIVEN IN INCHES.

TRUCKING (8 FT SECTION) CAPPING (4 FT. SECTIONS) WIRE RACK PIER A B C D WT.LBS

REF.NO E F

APPRO* m L3S REO'aj R£F NO. G req'd REF.NO H J ftTK. no.

2 6 4 5 196 14521 '1 42 2 14527 6 Z

o 2 I4SZI7 4 e U 240 14522 34 58 2 14523 8 f~ rm

2 145218

b : 12 *2 380 14523 '1 4 82 2 14529 1 1 145213 12

01

In 2 145219

12 j IS it u 475 14524 »] 122 2 145213 i

145214 16 I

> 2 W5220

16 j 20 it u 550 14525 154 2 14521

1

1 145215 20 £

2 I452ZI

20 ! 24- U II 625 14526 4 4 186 2 145212 «* 1 145216 24

Ni- 2 2 145222

CONCRETE TRUNKSNG, CAPPING AND SUPPORT

Figttee 111.A. R. A., S. S., drawing No. Ijfi2

333
516.9 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

NOTE : REINFORCEMENT FOR TRUNK1NG AND CAPPING SHALL BE o 1 K 9 »

OF i SQUARE DEFORMED STTEL TCOS OffTWDf? EQUtVAlOlT, " . T ? 7 WIRED AT All POINTS OF CONTACT . SCALE AND ALL DIMENSIONS GIVEN IN INCHES. FOR OTHER DIMENSIONS AND FURTHER DETAILS SEE DRAWING 1452 AND SPECIFICATION.

COIiSRil TROpiSS AMD CAPPINS REHFORGEMENT

Figure 112.A. R. A., S. S., drawing No. 1458

334
STONE, SAND, AND CEMENTITIOtJS MATERIALS 516.9

D. INSPECTION

Purchaser may inspect the material at all stages

of manufacture.

Purchaser may inspect the completed product to determine that the requirements of this specification

have been met.

If the material has not been accepted at point of production, and if, upon arrival at destination, it does not meet the requirements of this specification,

it may be rejected, and the contractor, upon request,

shall advise the purchaser what disposition is to be made of the defective material. The contractor shah

pay all freight charges.

If purchaser is to make inspection at point of production it shall be so stated.

E. TESTS

All poles furnished hereunder shall be sufficiently

strong to withstand without any injury whatever,

or permanent deformation, a stress of such force as

Test Table No. 2

Length of pole Depth of setting

ft. in. 20 4 25 5 30 5 6 35 6 40 6 6 45 7

All poles furnished hereunder shall meet the

above requirements as to required strength at any

time subsequent to 30 days after they are cast. Tests may be made at point of production or

destination. Contractor shall give the purchaser sufficient notice of date when material will be ready for

testing.

Dimensions of circular concrete poles

L

Ground

Line

to Butt

Class A Class B Class C Class D Clas3E

d D d D d D d D d. D

20'-0" 4'-0* 8k" 131" 7" 12" 7" 12" 5f 10!" 5f 101"

25'-0" 5'-0' 8\' 14i" 7" 13i" 7" 13i" 51" 12" 5f" 12"

30'-0" 5'-6" 8** 15f 7" 14i" r 14i" 5!" 131" 5f 13!"

35'-0" 6'-0* 8r 17' 7" 15|" 7" 1ST H" 14i" 5f 14£"

40'-0" 6'-6" 8i' 13!" 7" 17' 7" 17" 5!" 15!" 5f" 15!"

45'-0" 7'-0" 8i' 19|" 7" 181* 7" 18i" sr 17" 5|* 17"

p f

7"

Figure 113.

A. R. A., T. & T. S., drawing No. 1293

specified in the following table, such stress being

applied 2 feet from the top of the pole in any direc- tion at right angles to the axis of the pole, the pole

being supported only by its butt, which shall be set firmly in the ground or anchored to the testing

apparatus. Maximum deflection shall not exceed

1 inch for each 2 feet of length above ground.

Test Table No. 1

Class Test load

Pounds A 4, 000 B 3, 000 C 2,000 D 1,500 E 1,000

Contractor shall provide at point of production

apparatus and labor for making required tests under

supervision of and without cost to the purchaser.

If tests are to be made at point of production, it shall be so stated. Purchaser will distinctly indicate which of the tests herein specified are to be made

and what portion of the material shall be tested. To test for humus deposits in sand, fill widemouth bottle two-thirds full of suspected material

and add sufficient 4 per cent solution sodium hydroxide to fill bottle. Shake occasionally, and if after 24 hours solution is not darker than a straw color,

it is safe; if very dark, it must not be used.

F. LOADING ON CARS FOR TRANSPORTING

All poles shall be carefully loaded on cars with

proper supports in accordance with American

Railway Association loading diagram.

335
516.9 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

G. MARKING

Each pole shall be marked with a brand in the concrete at a point 8 feet from the butt end of the pole with the name of the manufacturer and the date manufactured, letters being not over 2 inches high or one-fourth inch deep.

H. WARRANTY

The{contractor}hereby exPressly warrants that the material furnished under this specification shall be free from defects in design, material, and workmanship. The{^Jctor

, s }obligation under this warranty shall not apply to any material which has been subject to misuse, negligence, or accident after acceptance.

The{contractor}hereby covenants and agrees to save harmless and indemnify the purchaser against

all claims, suits, actions or proceedings, damages,

costs, fees, and expenses by reason of alleged in- fringement of patents, or for patent royalties in- volved, in consequence of the purchase or the use of the material covered hereby.

Note.—The full text of this specification includes items relating to the piocess of manufacture, inspection, tests, marking, and warranty. American Railway Engineering Association, concrete fence posts, 1918.

1. Concrete fence posts are practical, economical,

and a suitable substitute for wood.

2. Reinforcement should be placed as near to the

surface of the post as practicable, say one-half inch from surface.

3. Posts should taper from base to top.

4. Square corner posts should be rounded off to radius of not less than 1 inch.

5. Concrete should be made from clean, hard,

aggregates, the percentage of the various sized grains

being such as to produce a dense concrete, using

screen analysis as a guide. The minimum size of the

particles of gravel or crushed stone should not be

less than one-fourth inch nor more than one-half

inch. Concrete should be mixed in the proportion

of 1 part cement to not more than 4 parts of mixed

aggregate. Concrete should be of such a consistency that water can be brought to the surface by tamping;

the use of an excess of water is detrimental. Concrete should be very thoroughly mixed in a batch, not a continuous mixer.

6. Reinforcing should be in the form of stiff, round

or square rods, preferably deformed, made from steel with a high elastic limit. Crimped or stranded rein- forcing that would be straightened out when brought

into tension should not be used. Some method of positively holding the reinforcing in its proper place

in the post throughout its entire length should be

used.

7. Jogging or vibrating molds to compact the concrete in the post, or some other method that

will accomplish the same purpose, should be

employed.

8. Posts should be carefully made so as to secure a uniform strength in substantially all posts, and

this strength should usually be such that the post will withstand a force of not less than 180 pounds at right angles to the axis of the post, the post acting as a cantilever beam supported at the ground line and the force being applied 60 inches above the ground line. It is not economical to make

posts that will have the strength to resist a force of over 200 pounds when the post is tested in the manner above described.

9. Square, or nearly square, posts are more

efficient than round posts in resisting the forces

that ordinarily cause failure, but the difference is not very great and may in some cases be offset by

an increased resistance to deterioration and better methods of manufacture.

10. Posts should not be made out of doors in freezing weather. They should not be exposed to the sun, and should be sprinkled with water the

first 8 or 10 days after being made to aid curing.

11. Molds should be carefully oiled or soaked to prevent concrete sticking to them.

12. Posts should be cured for not less than 90

days, when cured naturally, before being set or shipped.

13. Posts should be carefully handled and packed

in straw, sawdust, or other suitable material for shipment.

American Railway Engineering Association, specifications for constructing premolded concrete piles, 1921. See 518.42, page 411. American Railway Engineering Association, specifications for buildings for railway purposes, 1926. Sewers and drainage (reinforced concrete pipe). See 518.67, page 453. American Society for Municipal Improvements,

specifications for Portland cement concrete pavements, February 1, 1926. See 518.31, page 389. American Society for Municipal Improvements,

standard specifications for sewers, 1927. (This specification includes requirements for cement concrete pipe, reinforced concrete pipe, concrete, and concrete sewers built in place.) See 518.67, page 453. American Society for Municipal Improvements,

standard specifications for curbs, 1927. See 518.63, page 443. American Society for Testing Materials, standard

specifications for cement concrete sewer pipe, serial designation C14-24, 1924. See 518.67, page 464.

Joint Concrete Culvert Pipe Committee, tentative standard specifications for reinforced concrete cul- vert pipe, 1928. (Constituent organizations of the above committee

are: American Society for Testing Materials, Bureau of Public Roads of the United States Department of Agriculture, American Society of Civil Engineers, American Association of State Highway

Officials, American Railway Engineering Association, American Concrete Institute, and American

Concrete Pipe Association.)

I. GENERAL

1. These specifications apply to reinforced concrete pipe intended to be used for the construction

of culverts.

2. Pipe, under these specifications, shall be of two

classes known, respectively, as standard reinforced concrete culvert pipe, and extra strength reinforced concrete culvert pipe.

3. The acceptability of pipe shall be determined

by the results of the strength and absorption tests hereinafter specified, if and when required, and by

inspection to determine whether the pipe comply

with the specifications as to design, and freedom

from defects. n. MATERIALS

4. The reinforced concrete shall consist of Port- land cement, mineral aggregate, and water in which

steel has been embedded in sucn a manner that the

steel and the concrete act together in resisting

forces.

5. Portland cement shall meet the requirements

of the current standard specifications and tests for

336
STONE, SAND, AND CEMENTITIOUS MATERIALS 516.9

Portland cement of the American Society for Testing

Materials, A. S. T. M. C9. (See 516.11, p. 294.)

6. Reinforcement may consist of wire which meets

the requirements of the current specifications for cold-drawn steel wire for concrete reinforcement of the American Society for Testing Materials, or of bars which meet the requirements of the current standard specifications for billet-steel concrete rein- forcement bars of the American Society for Testing

Materials.

7. (a) Fine aggregate shall consist of sand, stone

screenings, or other inert materials with similar

characteristics, or a combination thereof, having

clean, hard, strong, durable, uncoated grains, and

free from injurious amounts of dust, lumps, soft, or flaky particles, shale, alkali, organic matter,

loam, or other deleterious substances. Fine aggregate shall be well graded and shall pass a %-inch

screen.

(6) Coarse aggregate shall consist of crushed

stone, gravel, slag, or other approved inert materials with similar characteristics, or combinations thereof having clean, hard, strong, durable, uncoated particles, free from injurious amounts of soft, friable, thin, elongated or laminated pieces, alkali, organic, or other deleterious matter.

8. The aggregates shaU be so graded and proportioned and thoroughly mixed with such a proportion

of cement and water as will produce a homogeneous

concrete mixture of such quality that the concrete

will meet the test and design requirements herein

specified.

9. The pipe shall be designed in accordance with

the following assumptions:

(a) That the design load is equivalent to a vertical load uniformly distributed over the internal hori- zontal projection of the pipe, that the pipe is like- wise uniformly supported and that no allowance is made for side pressure.

(b) The uniform load for the standard reinforced concrete culvert pipe shall be 2,000 pounds and for the extra strength reinforced concrete culvert pipe

4,000 pounds per square foot, respectively.

(c) The working stress per square inch in compression for the concrete shall not exceed three- eighths of the strength of concrete upon which the

design is based.

(d) The ratio (n) of the modulus of elasticity of

steel to that of concrete shall be 12 for concrete having an ultimate compressive strength at 28 days

of 2,750 lbs. /in.2 and 9 for concrete having an ulti- mate compressive strength of 4,000 lbs. /in. 2 or

greater. Intermediate values of n shall be pro- portional to the strength of concrete assumed in the

design.

(e) The working stress for cold-drawn steel wire

shall not exceed 27,500 lbs. /in.2 For billet steel, intermediate and hard grades, the working stress shall not exceed 20,000 lbs. /in.2

; and for billet steel, structural grade, the working stress shall not exceed

18,000 lbs./in 2

.

(J) The distance from the center of the reinforce- ment to the nearest or tension surface of the concrete shall not be less than three-fourth inch for pipe 12 inches or less in diameter, or less than 1 inch

for pipe more than 12 inches in diameter.

(g) The distance from the center of the tension reinforcement to the compression surface of the

concrete and the area of the reinforcement shall not be less than that required by the formula

wd d+t_

16 A 12 ~JmJt>

in which

w= uniform vertical load in pounds per square

foot top and bottom of pipe.

d= internal diameter of pipe in inches.

t — distance from the center of the tension rein- forcement to the compression surface of the

concrete in inches. A<= sectional area of tension leinforcement in square inches per lineal foot of the pipe.

/,= tensile stress in the reinforcement in pounds

per square inch. j = ratio of the lever arm of the reinforcement to

t as determined by the usual formulas.

10. The shell thickness and the amount of cir- cumferential reinforcement shaU not be less than

that given in the design tables for the classes and

sizes of pipe and the strength of concrete therein

specified.

11. Manufacturers may submit to the consumer

or purchaser for approval designs based on strengths

of concrete other than those given in the design

tables. Such alternate designs shall comply with

the design requirements given in Section III of these specifications. In no alternative design,

however, shall the shell thicknesses be less than

those given in Table 2, nor shall the strength of concrete be less than that given in Table 1. 12. Pipe of the internal diameters listed in the

design tables shall be considered standard sizes for culvert construction. In elliptical pipe the inside diameter at the minor axis shall be equal to the diameter of the corresponding size of circular pipe.

13. The ends of the pipe shall be of such design

that the pipe when laid shall make a continuous

conduit with a smooth and uniform interior surface.

14. When a single line of circular reinforcement

is used in circular pipe it shall be placed at the

center of the pipe shell. When two lines of rein- forcement are used in circular pipe one shall be

placed near the inner and one near the outer surface

of the pipe. The single line of elliptical reinforce- ment used in circular pipe, or the single line of

circular reinforcement in elliptical pipe, shall be

placed near the inner surface at the "top" and

"bottom" of the pipe and near the outer surface at the sides. (See par. 20 (d).) 15. Each line of circumferential reinforcement

shall be assembled into a cage and have sufficient longitudinal bars or members extending through

the barrel of the pipe to afford ligidity and maintain

the reinforcemen u in exact shape and correct posioion

within the form.

16. The reinforcement shall be lapped not less than 30 diameters, or, if welded, the joints shall develop the full strength of the reinforcement. The

spacing center to center of adjacent rings of circumferential reinforcement in a cage shall not exceed

4 inches up to and including pipe 48 inches in di- ameter, nor exceed the shell thickness for larger

pipe, and shall in no case exceed 6 inches.

17. The bell shall have a circumferential reinforce- ment equal in unit area to that of a single line within

the barrel of the pipe.

IV. WORKMANSHIP AND FINISH

18. Pipe shall be substantially free from fractures,

large or deep cracks, and surface roughness. The

planes of the ends of the pipe shall be perpendicular

to their longitudinal axes.

19. (a) Variations of the internal diameter shall not exceed 1% per cent nor shall the shell thickness be less than that intended in the design by more

than 5 per cent at any point,

337
516.9 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

(b) Variation in the position of the reinforcement

cages shall not exceed one-fourth inch from the posi- tion provided in the design nor shall the cover on the reinforcement be less than three-fourths inch at any

point.

V. MARKING

20. The following shall be clearly stenciled on the

pipe:

{by an "S" for standard pipe,

and an "X" for extra strength pipe.

(6) The date of manufacture.

(c) The name or trade-mark of manufacturer.

(d) Elliptical pipe with circular reinforcing and

circular pipe with elliptical reinforcing shall have

the words "Top or bottom" clearly stenciled on the

inside of the pipe at the correct place to indicate the

the proper position when laid.

VI. PHYSICAL TESTS

21. Pipe may be tested for strength by either the 3-edge or sand-bearing method:

(a) When the 3-edge bearing is used the lower

bearing for the pipe shall consist of two wooden

strips with vertical sides having their interior top

corners rounded to a radius of approximately onehalf inch. The strips shall be straight and shall be

securely fastened to a rigid block with the interior vertical sides spaced a distance apart not less than

one-half inch nor more than 1 inch for each foot of diameter pipe. The upper bearing shall be a rigid

wooden block, straight and true from end to end. The upper and lower bearings shall extend the full length of pipe, exclusive of bell. The pipe shall be

placed symmetrically between the two bearings, as

illustrated in Figure 115. In testing pipe which is "out of line" the lines of the bearings chosen shall be from those which appear to give the most favorable conditions for fair test.

(6) When sand bearings are used (see fig. 116) the ends of each specimen of pipe shall be accurately

marked prior to the test in quarters of the circumference. Specimens shall be carefully bedded, above

and below, in sand, for one-fourth the circumference

of. the pipe measured on the middle line of the barrel. The depth of bedding above and below the pipe at the thinnest points shall be one-half the radius of the middle line of the barrel. The sand used shall be clean and moist and shall be such as will pass a 4,760-micron sieve (United

States standard No. 4. (See 500.2, p. 1.)). The

sand in the lower bearing shall be loose when the pipe is placed.

The top bearing frame shall not be allowed to come in contact with the pipe nor with the top

bearing plate. The upper surface of the sand in the top bearing shall be struck level with a straightedge

and shall be covered with a rigid top bearing plate,

with lower surface a true plane, made of heavy

timbers or other rigid material, capable of distrib- uting the test load uniformly without appreciable

bending. The test load shall be applied at the exact center of this top bearing plate, or in such manner as to produce uniform deflection throughout

the full length of the pipe. For this purpose a

spherical bearing is preferred, but two rollers at

right angles may be used. The test may be made

without the use of a testing machine by piling

weights directly on a platform resting on the top

bearing plate, provided, however, that the weights

shall be piled symmetrically about a vertical line through the center of the pipe and that the platform shall not be allowed to touch the top bearing

frame. The frames of the top and bottom bearings shall be made of timber so heavy as to avoid appreciable

bending by the side pressure of sand. The interior surfaces of the frames shall be dressed. No frame

shall come in contact with the pipe during the test. A strip of cloth may, if desired, be attached to the

inside of the upper frame on each side, along the lower edge, to prevent the escape of sand between

the frame and the pipe.

(c) It is desirable that a machine shall be used

which gives a uniform deflection throughout the

full length of the pipe. Any mechanical or handpower device may be used in which the head that

applies the load moves at a speed of not more than

0.05 inch per minute while making the test. The

testing machine shall be substantial and rigid

throughout, so that the distribution of the load will not be affected appreciably by the deformation or

yielding of any part. The load shall be applied

continuously until the ultimate strength of the pipe

is reached.

22. The ultimate load, as determined by one of the methods described in paragraph 21, shall not

be less than the ultimate load specified in Table 5

for the size and class of pipe that is being tested. When the test load reaches the cracking load specified in Table 5 for the size and class of pipe that is being tested there shall be in the barrel of the pipe no crack having a surface width of one one-hundredth

inch 60 or more, for a length of 1 foot or more. The ultimate load is reached when the pipe will sustain no greater load.

23. Elliptical pipe shall meet the test require- ments for circular pipe having the same horizontal

internal diameter.

24. Preliminary to placing an order, a consumer

of pipe whose needs require shipments at intervals over extended periods of time shall be entitled to

test not more than 10 pieces of pipe covering the

size in which he is interested. The test specimens

shall be selected in approximately equal numbers

from the larger and smaller sizes of pipe. The

acceptability of the larger sizes of pipe shall not be

based on the results of tests in smaller sizes. After

these preliminary tests, a consumer shall be entitled to additional tests in such numbers and at such

times as he may deem necessary, provided that the

total number of pipe tested shall not exceed 2 per

cent of the total deliveries. 25. A purchaser who places occasional orders

shall be entitled to test a number of pipe equal to

2 per cent of an order but not to exceed five pieces

of any one size; otherwise the number of pipe desired for testing shall be included in the order.

26. All pipe for testing purposes shall be selected at random by the consumer or purchaser from the

stock of the manufacturer and shall be pipe which

would not otherwise be rejected under these specifications. The pipe shall be free from visible moisture when tested. They shall not have been exposed to a temperature below 40° F. for the 24 hours immediately pre- ceding the test. 27. By agreement between the consumer and

the manufacturer the continued acceptability of the

pipe, after the preliminary pipe tests have been

made, may be determined by tests of the quality

of the concrete as placed in the pipe and examination of the quality, amount, and the accuracy of placement of the reinforcement. The quality of the concrete shall be determined on 6 by 12 inch

test cylinders taken from the concrete used in making the pipe and manufactured and cured

60 It is recommended that the width of the crack be measured by

means of a gage made from a leaf one one-hundredth inch thick from

a set of standard machinists' gages, ground to a point one-six- teenth inch wide, with corners rounded, and with a taper of one- fourth inch per inch, as illustrated by Figure 117. The crack shall be considered to be one one-hundredth inch wide when the point of the gage will just enter it at close intervals.

338
STONE, SAND, AND CEMENTITIOUS MATERIALS 516.9

under identical conditions with the pipe. When

tested in accordance with the current standard methods prescribed by the American Society for Testing Materials these cylinders shall have a strength not less than that assumed in the design

of the pipe.

28. Pipe shall be acceptable under the strength

tests when all test specimens meet the test requireo

if)o

cr>

-a-aCO

specimen that failed and the pipe shall be acceptable

only when all of these retest specimens meet the

test requirements. No further retests shall be

permitted.

29. Absorption tests shall be made by the follow- ing method:

(a) The number of absorption specimens shall be

equal to the number of pipe provided for testing.

i

<• O —-> §:g»

S

S

&3

I A A uL —4-U

!<£>! I

1 J 1 I

1 !

1 pit

! (tL

J U- ._u_._

s—s

ij

M

fa

TOo5

r—I ^ H«

P

CJ fa

T-l <»

K i

M

'fa

ments. Should less than 3 of the 10 preliminary

test specimens or any one of the additional test specimens provided for in paragraph 24 or any one specimen provided for in paragraph 25 fail to meet

the test requirements, then the manufacturer will be allowed a retest on 2 like specimens for each

The specimens shall be obtained from pipe that are acceptable as to strength and shall be taken from

pipe used in making the strength test when that

test is made. The specimens shall be marked with

the number or identifying mark of the pipe from

which they were taken. Each specimen shall have

339
516.9 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

an area of 16 to 24 square inches and a thickness equal to the full depth of the pipe shell and shall be

free from visible cracks.

(b) Specimens shall be dried at a temperature of approximately 110° C. (230° F.) until no loss of weight is shown by successive weighings at intervals

of not less than four hours.

(c) The dried specimens shall be placed in a suit- able receptacle, covered with distilled water or rain water, raised to the boiling point and boiled for five hours, and then cooled in water to a final temperature of from 15° to 20° C. (59° to 68° F.). When

cool, the specimens shall be removed from the water, allowed to drain for not more than one minute, the 4 Per inch

MM

100 Thick T

Figure 117.

Gage

superficial water removed by a towel or blotting paper, and the specimens immediately weighed.

(d) The balance used shall be sensitive to 0.5 g when loaded with 1 kg and weighings shall be read

at least to the nearest gram. Where other than

metric weights are used the same degree of accuracy must be obtained.

(e) The increase in weight of the boiled specimen

over its dry weight shall be considered the absorption of the specimen and shall be calculated as a

percentage of the dry weight. The results shall be

reported separately for each specimen.

30. The absorption shall not exceed 8 per cent for

test specimens taken from pipe designed to be made

of concrete having a compressive strength of 3,000

or more pounds per square inch, or 9 per cent for test specimens taken from pipe designed to be made of concrete having a compressive strength of less than

3,000 pounds per square inch. Pipe shall be considered to meet these specifications for absorption

when not less than 80 per cent of the number of speci- mens tested, including any retested, meet the test requirements. When the initial absorption speci- men from a pipe fails to meet these specifications the absorption test shall be made on another speci- men from the same pipe and the results of the retest

shall be substituted for the original test results. 31. Pipe will be considered ready for shipment

when they meet the test requirements or when tests

of 6 by 12 inch cylinders (sec. 27) show that the

concrete has attained the strength assumed in the

design of the pipe.

32. Every manufacturer furnishing pipe under

these specifications shall furnish all facilities neces- sary to carry out the tests herein provided.

VTI. INSPECTION

33. All materials, processes of manufacture, and

finished pipe shall be subject to inspection and ap- proval by an inspector employed by the consumer

or purchaser. The manufacturer, when so directed by the inspector, shall have holes cut in such sec- tions of the finished pipe (not exceeding one hole in every 50 sections delivered) as desired, so that a

proper inspection may be made of the quantity and

placement of the reinforcement. If the pipes are

tested for strength or absorption, inspection of the

reinforcement shall be made on the pipe used for those tests, and in no case shall the total number of pipe cut open for inspection of reinforcement exceed

the number to which the purchaser is entitled under

the provisions of sections 24 or 25.

34. Pipe shall be subject to rejection on account

of failure to meet any of the specification require- ments or on account of any of the following:

(a) Fractures or cracks passing through the shell, except that an end crack that does not exceed the depth of the joint, or a fracture that at its deepest

point does not exceed the depth of the joint nor ex- tend more than 10 per cent around the circumference, shall not be considered cause for rejection unless these defects exist in more than 5 per cent of the pipe inspected.

(6) Defects which indicate imperfect mixing and

molding.

(c) Exposure of the reinforcement when such ex- posure would indicate that the reinforcement is misplaced.

Table 1.

Designs of standard reinforced concrete culvert pipe for uniform load of 2,000 pounds per square

foot. Ultimate compressive strength of concrete, 2,750 pounds per square inch

[/£ = 1,030 pounds]

Internal diameter

of pipe in inches "d"

Minimum

thickness

of shell

Minimum distance center reinforcement to compressive surface "t"

Minimum area of circular reinforcement square inches per lineal foot of pipe "A"

Cold-drawn steel wire /.=27,500

lbs./in.a Billet steel, hard and intermediate

grades /.=20,000 lbs./in.*

Circular

reinforce- ment in

circular pipe

Elliptical

reinforce- ment in

circular pipe and

circular

reinforce- ment in

elliptical pipe

Circular reinforce- ment in circular pipe

Elliptical rein- forcement in

circular pipe and

circular reinforce- ment in elliptical pipe

Circular reinforce- ment in circular pipe

Elliptical rein- forcement in

circular pipe and

circular reinforce- ment in elliptical- pipe

12.—

Inches2

2J4 m33H

3H

4

55H

67

8

Inche3

1m~w

1H1%m33H

4

56

7

Inches

1 line.- 0.07 1 line.... 0. 09

15 wm22H2H

3

4

56

7

1 line.... 09 1 line 0. 08 lline .13 1 line 0. 12 18-. — 1 line . 12 1 line . 10 lline .17 1 line 14 24 1 line.— 17 1 line . 13 1 line . 25 1 line 19 30-.. 1 line. 23 lline .17 1 line.... 32 1 line 23

30 2 lines, each... .17

2 lines, each... . 20 2 lines, each... . 23

2 lines, each... .26

2 lines, each... .30

2 lines, each-.. .33

2 lines, each . 40

2 lines, each... . 46

1 line . 17 2 lines, each... .23

2 lines, each-.. .28

2 lines, each... .32

2 lines, each... . 37

2 lines, each... .42

2 lines, each... .46

2 lines, each... .56

2 lines, each... .65

1 line.. 23 36... 1 line . 20 1 line... 28 42. 1 line . 23 1 line . 32

48 1 line . 26 1 line 37 54.- 1 line . 30 1 line.. 42

60 1 line . 33 1 line . 46

72 1 line . 40 1 line . 56 84-- 1 line . 46 1 line . 65

340
STONE, SAND, AND CEMENTITIOUS MATERIALS 516.9

Table 2.

Designs of standard reinforced concrete culvert pipe for uniform load of 2,000 pounds per square

foot. Ultimate compressive strength of concrete, 4,000 pounds per square inch

Ifc =1,500 pounds]

Internal diameter

of pipe in inches Minimum

thickness

of shell

Minimum distance center reinforcement to compressive surface "t"

Minimum area of circular reinforcement square inches per lineal foot of pipe "a"

Cold-drawn steel wire /,=27,500

Ibs./in.a Billet steel, hard and intermediategrades, /s =20,000 lbs./in.a

Circular

reinforce- ment in

circular pipe

Elliptical

reinforce- ment in circular pipe and

circular

reinforce- ment in

elliptical pipe

Circular reinforce- ment in circular pipe

Elliptical rein- forcement in

circular pipe and

circular reinforce- ment in elliptical pipe

Circular reinforce- ment in circular pipe

Elliptical rein- forcement in

circular pipe and

circular reinforce- ment in elliptical pipe

12 Inchesm2

2*4 2%

3

33%

3%m

m5m

Inches

7A

1m

w1*4

22%

2%

3*4

3*6

4m

5H

Inches

1 line. 0.08 1 line 0. 11 15 1 line . 11 1 line.... 15 18 1*4

2

22%

2U

3*4

35*

4i%

5=4

1 line . 14 1 line 0. 12 1 line . 19 1 line 0. 17

24 1 line . 21 1 line . 17 1 line . 30 1 line 23 30 1 line.... 29 1 line . 21 1 line . 38 1 line . 29

30 2 lines, each... . 21 2 lines, each... . 26 2 lines, each... . 30

2 lines, each... .34

2 lines, each... . 38

2 lines, each... . 42

2 lines, each... . 51 2 lines, each... .60

1 line . 21 2 lines, each... . 29 2 lines, each... .36

2 lines, each... .41

2 lines, each... .46

2 lines, each... . 52

2 lines, each... . 59 2 lines, each... . 71 2 lines, each... .82

lline .29

36 1 line 26 1 line 36 42 1 line . 30 lline .41 48 1 line . 34 1 line 46

54 1 line . 38 1 line . 52

60 - - 1 line .42 1 line . 59

72 1 line . 51 1 line . 71 84 — 1 line 60 1 line . 82

Table 3.

Designs of extra strength reinforced concrete culvert pipe for uniform load of 4,000 pounds per square foot. Ultimate compressive strength of concrete, 2,750 pounds per square inch

t/o= 1,030 pounds]

Internal diameter

of pipe in inches "d"

Minimum

thickness

of shell

Minimum distance center reinforcement to compressive surface "t"

Circular

reinforce- ment in

circular pipe

Elliptical

reinforce- ment in circular pipe and

circular

reinforce- ment in

elliptical pipe

Minimum area of circular reinforcement square inches per lineal foot of pipe "A

Cold-drawn steel wire /,=27,500

lbs./in.a

Circular reinforce- ment in circular pipe

Elliptical rein- forcement in circular pipe and

circular reinforce- ment in elliptical pipe

Billet steel, hard and intermediate

grades /, = 20,000 lbs./in.*

Circular reinforce- ment in circular pipe

Elliptical rein- forcement in circular pipe and

circular reinforce ment in elliptical pipe

Inches

12. 15

18. 24

30

30

3642

48

54

6072

84

2*4 2*

3 A

3li m

m

66*m8*

954

11

Inches

1*4 m1

SA

2

2)4

354 m5

s

3A

6H

7*4

Inches

1*4 W2A

2li

354

354 m55J

6*S

7*4 8

5/

10

1 line 0. 11

1 line . 15

1 line . 18

1 line . 26

1 line 36

2 line, each . 23 2 line, each . 28

2 line, each . 33 2 line, each . 38

2 line, each . 42

2 line, each .47

2 line, each . 57

2 line, each . 67

1 line 0. 09

1 line 12

1 line 14

1 line . 19

1 line . 23

1 line . 23

1 line 28

1 line . 33

1 line . 38

1 line 42

1 line 47

1 line . 57

1 line . 67

1 line 0. 15

1 line 21 lline .26

1 line . 37

1 line . 51

2 line, each . 33

2 line, each 40

2 line, each . 47

2 line, each . 53

2 line, each.

2 line, each.

2 line, each.

2 line, each.

1 line 0. 13

1 line . 17

1 line . 20

1 line.. 27

1 line . 33

1 line . 33

1 line. 40

1 line . 47

1 line . 53

1 line . 60

1 line . 66 lline .80

1 line . 94

341
516.9 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Table 4.

Designs of extra strength reinforced concrete culvert pipe for uniform load of 4,000 pounds per square foot. Ultimate compressive strength of concrete, 4,750 pounds per square inch

[/„ = 1,780 pounds]

Internal diameter

of pipe in inches "d"

Minimum

thickness

of shell

Minimum distance center reinforcement to compressive surface "t"

Circular

reinforce- ment in

circular pipe

Elliptical

reinforce- ment in circular pipe and

circular

reinforce- ment in

elliptical pipe

Minimum area of circular reinforcement square inches per lineal foot of pipe "A"

Cold-drawn steel wire/,=27,500

lbs./in."

Circular reinforce- ment in circular pipe

Elliptical rein- forcement in

circular pipe and

circular reinforce- ment in elliptical pipe

Billet steel, hard and intermediate

grades /.=20,000 lbs./in.!

Circular reinforce- ment in circular pipe

Elliptical rein- forcement in

circular pip and

circular reinforce- ment in elliptical pipe

Inches

1215

18

243030

36

42

-48

.54 •60 72

2

33^

3J4 4

5,

6

7

Inches

1m1H

Wi

Wi

V6

3

4

5

7

Inches1Hm22H

33H

4

5

1 line 0. 14

1 line . 19

1 line . 24

1 line .35 lline .47

2 line, each . 34

2 line, each . 41

2 line, each .48

2 line, each . 55

2 line, each . 62

2 line, each . 68

2 line, each . 82

2 line, each . 96

1 line 0.17

lline .21

1 line . 27 lline .34

1 line 34 lline .41

1 line 48 lline .55

1 line . 62

1 line 68

1 line . 82

lline .96

1 line 0. 19 lline .26

1 line 34 lline .50

1 line 66

2 line, each.

2 line, each.

2 line, each.

2 line, each.

2 line, each...

2 line, each...

2 line, each 1. 14 2 line, each 1. 33

.95

1 line 0. 24

1 line . 29

1 line 39

1 line 48

1 line 48

1 line 57 lline .67

1 line 76

lline .86

1 line 95

1 line 1. 14

1 line 1. 33

Table 5.Minimum strength of reinforced concrete

culvert pipe

(Pipe in pounds per foot of laying length)

Standard reinforced concrete Extra strength reinforced culvert pipe concrete culvert pipe

Size of pipe in 3-edge bearing Sand bearing 3-edge bearing Sand bearing

inches Crack- Ulti- Crack- Ulti- Crack- Ulti- Crack- Ulti. ing mate ing mate ing mate ing mate

lead i load load' load load' load load i load

12 1,600 2,000 2,400 3,000 3, 200 4,000 4,800 6,000

15 1,800 2, 500 2. 700 3, 750 3,600 5, 000 5,400 7,500

18 2,000 3, 000 3,000 4,500 4, 000 6,000 6, 000 9, 000

24 2, 200 4, 000 3,300 6,000 4. 400 8, 000 6,600 12, 000

30 2, 500 5,000 3, 750 7,500 5,000 10, 000 7,500 15,000

36 3,000 6, 000 4, 500 9.000 6,000 12, 000 9,000 18, 000 42 3, 500 7,000 5, 250 10, 500 7,000 14, 000 10, 500 21, 500 48 4, 000 8,000 6,000 12, 000 8,000 16, 000 12, 000 24, 000

54 4,500 9.000 6, 750 13, 500 9,000 18, 000 13, 500 27,000

60 5, 000 10, 000 7,500 15, 000 10, 000 20, 000 15,000 30, 000

72 6,000 12, 000 9, 000 18, 000 12, 000 24. 000 18,000 36, 000

84 7,000 14, 000 10, 500 21, 000 14, 000 28,000 21, 000 42,000

i At the cracking load there shall be, in the barrel of the pipe, no

crack having a surface width of 0.01 inch or more for a length of 1 foot or more.

National Paving Brick Manufacturers' Association recommended specifications for cement grout filler for semimonolithic brick pavements.

Description.—Joints between the brick shall be

filled completely with cement grout composed of 1 part Portland cement to 2 parts sand. Cement and water.—Portland cement shall con- form to the definition and meet the requirements of the standard specifications and tests for Portland cement of the American Society for Testing Materials,

serial designation C9. (See 516.11, p. 294.) Water shall be clean, free from oils, acids, alkalies, or vegetable matter.

Sand.—Sand for cement-grout filler shall consist

of clean, sharp grains or of screenings from hard and

durable rock or gravel.

(a) Sizes of grains shall be such that 100 per cent

will pass a No. 12 sieve, not more than 40 per cent

will pass a No. 50 sieve, and not more than 6 per

cent pass a No. 100 sieve.

(6) Sand shall be free from soft, friable materials,

shale or slate, and vegetable or other organic matter.

It shall not contain clay in excess of 5 per cent. Individual grains shall not be coated. Sprinkling.—Sides and ends of the brick in the

joints shall be thoroughly wet by gentle sprinkling

immediately before the joints are filled. Filling the joints.—Filler shall be mixed in and

applied from a mechanical batch mixer of a type

specially designed for the purpose. The mixer shall be self-contained and portable; it shall be of such a

construction and operation that the surface of the pavement will not become splashed with oil or water. The delivery of the mixer shall be such that the cement and sand will not separate in being applied

to the joints.

Mixing.—A small batch of not more than 2 cubic

feet of cement and sand combined shall be placed in the mixer and sufficient water shall be added while

the mixer is in operation to produce the consistency

of mortar. When this is thoroughly mixed more

water shall be added slowly until the mixture reaches such a consistency that it will flow readily to the bottom of the joints without separation of the

ingredients.

Applying.—Enough filler shall be applied to fill the joints. It shall be swept therein as applied,

making certain that the joints are filled completely

from top to bottom.

After the first application of filler has settled in the joints without having reached initial hardening

a second application shall be made in the manner

specified for the first, except that less water shall be used in mixing, producing a filler of thicker consist- ency. The filler shall immediately be worked into

342
STONE, SAND, AND CEMENTTTTOUS MATERIALS 516.9

the joints by means of rubber-edged squeegees^which

shall be operated at an angle with the joints. Successive applications of filler shall be made if needed to insure completely filled joints.

Closing.—Whenever grouting shall cease or be

interrupted the contractor shall provide metal strips one-sixteenth inch in thickness, 6 inches deep, and 3

feet in length, which shall be inserted in a transverse

joint of the brick surface before discontinuing the grouting at any interval, in order that it shall end

in a vertical joint. Strips shall remain in place until grouting reaches initial hardening.

Protecting the surface.—After the roadway has been

inspected and sufficient time has elapsed to avoid

injury to the filler a protective covering of sand or earth not less than 1 inch in depth shall be spread on the roadway. This_shall be kept wet for not less than four days.

Closing to traffic.—The brick roadway shall be

closed to traffic for not less than 15 days after grouting is completed.

national Paving Brick Manufacturers' Association,

recommended specifications, concrete curb and

header, 1924, also, integral concrete curb, 1924. (See

518.63, p. 448.) National Slag Association, specifications for slag to be used in highways and highway structures, 1927.

(See 512.2, p. 256.) (This specification covers the requirements, with

the exception of size, for slag to be used in highway

structures listed below.)

1. Plain or reinforced cement concrete highway

structures.

2. Plain or reinforced cement concrete sewer pipe.

3. Plain or reinforced cement concrete piling.

4. Drain tile, fence posts, markers, brick, and

other cement concrete products. Portland Cement Association, suggested specifica- tions for Portland-cement concrete sidewalks, 1927.

I. ONE-COURSE CONSTRUCTION

GENERAL

1. Definition of terms.—The term engineer shall mean the city engineer or other person appointed

by the municipality or the property owners to oversee sidewalk construction. The term contractor shall mean the party or

parties contracting to do any work described herein, or authorized representatives of such party or

parties.

2. Sampling and testing materials.—Before delivery upon the job and at such other times as the engineer deems necessary the contractor shall furnish any required samples of the materials

hereafter mentioned. Materials shall pass the

following requirements:

3. Cement.—The cement shall meet the require- ments of the current standard specifications for Portland cement of the American Society for Testing Materials. (See A. S. T. M. C9, 516.11,

p. 294.) A sack containing 94 pounds of cement will be considered 1 cubic foot.

4. Fine aggregate.—The fine aggregate shall consist of clean, hard, durable, uncoated particles of sand or stone, free from all organic material. One hundred per cent shall pass a %-inch screen and 95 per cent shall be retained on a 100-mesh

screen. Not more than 25 per cent shall pass a 50-mesh screen. It shall be well graded from coarse to fine and shall not contain more than 3 per cent by weight of clay or loam, none of which shall be

in lumps.

When the fine aggregate is mixed with Portland cement in the proportion of 1 part cement to 3 parts

fine aggregate by weight, according to the standard method of making briquets, the resulting mortar at

the age of 7 and 28 days shall have a tensile strength

of at least equal to that developed in the same time

by mortar of the same proportions and consistency

made of the same cement and standard Ottawa

sand.

5. Coarse aggregate.—Coarse aggregate may be

broken stone, gravel, or blast-furnace slag. The broken stone or gravel shall be clean, hard,

durable, uncoated rock. It shall contain no vegetable or other deleterious matter, and shall be free from soft, thin, elongated or laminated pieces.

Slag shall be of a quality which has been successfully used in local concrete work. It shall be air cooled, nonglassy, and shall have been exposed to the weather at least one year. One hundred per cent of the coarse aggregate

shall pass a 1-inch screen and at least 95 per cent

shall be retained on a J>i-inch screen, with all inter- mediate sizes retained.

6. Water.—Water shall be clean and free from

alkali, oils, or acid.

7. Joint filler.—Joint filler shall be premolded

strips of asphalt or pitch, and fiber or mineral aggre- gate passing an 80-mesh screen, one-half inch thick, as wide as the thickness of the concrete slab and at

least 2 feet long. It shall have such a consistency

that it will not run in summer or chip out in winter.

8. Forms.—Forms shall be of lumber 2 inches

thick, or of steel of equal strength, except on curves, where flexible strips may be used. They shall be held rigidly in place by stakes or braces with top edges at true line and grade given by

the engineer. Ends of adjoining forms shall be

flush. Where sidewalks fill the space between curb and

building lines forms shall be set to give the walk a

slope toward the curb of one-fourth inch per foot of width. Where walks are bordered by lawns forms shall be

set level and drainage of the walk secured by a crown of one-fourth inch for each foot from side to

center.

9. Division plates.—Where division plates are used they shall be of %-inch steel, as wide as the depth of the slab and as long as the width of the

walk. Forms and division plates shall be thoroughly

cleaned and oiled each time before they are used.

10. Subgrade.—That portion of the ground sur- face directly beneath the slab shall be called the subgrade.

All soft and spongy material in the subgrade

shall be removed and replaced with suitable material.

Fills shall be compacted in layers not exceeding 6

inches in thickness. The spots previously compacted by traffic shall be loosened to a depth of 6

inches. The whole subgrade shall be thoroughly

and uniformly compacted to a firm surface having

as nearly as possible a uniform bearing power. A template, resting upon the side forms and having its lower edge at the exact elevation of the subgrade, shall be drawn along the forms before any

concrete is laid. Any high places in the subgrade

shall be removed so that the template will pass over without being raised off the side forms or being

tipped at an angle to the sidewalk surface. The subgrade shall be damp, but not muddy, when

concrete is placed upon it. 11. Drains.—Where in the opinion of the engineer

it is considered necessary to save the walk from

damage by frost action, drains of 4-ineh concrete

tile shall be laid on the lines and grades given by

the engineer.

12. Subbase.—When drains are impracticable and

the soil is poorly drained, colloidal clay, or adobe, a

5-inch subbase shall be constructed of cinders,

gravel, or other porous material approved by^the

100925°—30 23 343
516.9 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

engineer. The subbase shall be thoroughly tamped

until the surface is firm, and shall be drained into the

street gutter.

13. Thickness and proportions.—The sidewalk

shall consist of one 5-inch course of concrete in the

proportions of 1 part of Portland cement, 2 parts of

fine aggregate, 4 parts of coarse aggregate, and not

over 7 gallons of water, including the free water in the aggregates. Less water may be used if desired

in order to get the proper finish. The fine and

coarse aggregates shall be proportioned on a dry,

rodded basis in a manner approved by the engineer.

14. Mixing.—The ingredients of the concrete shall be thoroughly mixed until each particle of fine aggregate is coated with cement and each particle of coarse aggregate is coated with mortar. Where a mechanical mixer is used it shall be of an

approved batch type. Each batch shall be mixed

at least one minute, from the time all the materials,

including water, are in the drum until the beginning

of the discharge.

The consistency of the mixed concrete shall be

such that no separation of the ingredients takes place

and some tamping is necessary to bring the mortar

to the surface.

15. Placing and finishing.—The freshly mixed

concrete shall be placed immediately on the pre- pared subgrade. It shall then be struck off and

tamped with a straightedge or curved template

having a crown of one-fourth inch per foot resting

upon the side forms and advanced with a cross- wise sawing motion.

It shall then be rolled with a light sheet-iron roller weighing approximately 1 pound per linear inch of surface contact and floated with a wooden float until the surface has a true contour and the concrete

is thoroughly compacted. At the option of the

engineer the surface may be brushed lightly with a broom.

The placing of concrete shall not be suspended for 45 minutes or longer except at the end of a slab. No concrete shall be placed on a frozen subgrade

or when the temperature is, or is liable to be within 24 hours below 35° F., except with the written permission of the engineer.

16. Jointing.—The walk shall be cut into separate

rectangular slabs. No plain concrete slab shall be

longer than 6 feet on any one side. Where division plates have been used they shall be removed after the concrete has hardened sufficiently to avoid breaking the edges or corners of the slabs. Where division plates have not been used the

partially set concrete shall be cut through to the subgrade. Care shall be taken to make the cut at

right angles to the surface of the sidewalk. The surface edges of each slab shall be rounded to a radius of about one-fourth inch. Markings shall be exactly at cuts between slabs.

17. Expansion joints.—Expansion joints shall extend from the surface to the subgrade, be truly at right angles to the sidewalk surface and be made

by putting the specified joint filler in place before placing the concrete. They shall be placed as

follows, and supported during construction by a

board header: At or near all places where the sidewalk line inter- sects a curb line or other sidewalk a 1-inch expansion

joint shall be made at right angles to the center line of the walk. Wherever the sidewalk abuts a curb or building, a %-inch joint shall be placed between the curb and

the sidewalk and between the sidewalk and the

building.

A J^-inch expansion joint shall be made across the walk at approximately 50-foot intervals.

18. Curing.—As soon as the concrete has set

sufficiently it shall be sprinkled and kept moist

until covered. As soon as it can be done without

damage to the walk it shall be covered with 2

inches of earth or sand which shall be kept wet

seven days. The walk shall then be cleaned and

opened to traffic. The contractor shall protect the concrete from

damage by rain, pedestrians, and animals with suit- able covers and barricades, and by red lights at night. H. TWO-COURSE CONSTRUCTION 61 The specifications for 1-course sidewalks concerning terms, materials, forms, subgrade, drainage,

subbase, mixing, placing, finishing, jointing, and

curing shall govern the construction of 2-course sidewalks except as noted below.

19. Thickness and proportions.—Two-course side- walks shall consist of a base 4)4 inches thick composed of concrete in the proportions of 1 part Port- land cement, 2 parts of fine aggregate, 4 parts of coarse aggregate, and not over 7 gallons of water,

including the free water in the aggregates. The

top coat shall be three-fourths of an inch thick and composed of mortar in the proportions of 1 part Portland cement, 3 parts of fine aggregate,

and gallons of water, including the free water

in the aggregates. The fine and coarse aggregate,

shall be proportioned on a dry, rodded basis in a manner approved by the engineer.

20. Laying base.—The base shall be deposited on the subgrade and thoroughly compacting by

tamping. It shall then be struck off by a template

which shall leave it nowhere less than three-quarters

of an inch below the finished surface.

21. Laying wearing surface.—Within 45 minutes

after the bottom course is laid and before the initial set has taken place it shall be covered by the mortar for the top coat. Portland Cement Association, specifications for plain and reinforced concrete (water-cement ratio method)

.

(These specifications are based on the proposed

standard building regulations submitted by Committee E-l of the American Concrete Institute,

1928.) MATERIALS

1. Portland cement.—Portland cement shall con- form to A. S. T. M. C9. (See 516.11, p. 294.)

2. Concrete aggregates.—(a) Concrete aggregates

shall consist of natural sands and gravels, crushed

rock, crushed air-cooled blast furnace slag, or other

inert material having clean, uncoated grains of strong and durable minerals. Aggregates containing soft, friable, thin, flaky, elongated, or laminated particles totaling more than 3 per cent, or containing shale in excess of l}i per cent, or silt and crusher dust finer than the No. 100 standard

sieve in excess of 2 per cent shall not be used. These

percentages shall be based on the weight of the combined aggregates as used in the concrete. When

all three groups of these deleterious substances are present in the aggregates, the combined amounts

shall not exceed 5 per cent by weight of the combined aggregate.

(6) Aggregates shall not contain strong alkali or organic material which gives a color darker than

the standard color when tested in accordance

with A. S. T. M. C40. (See 512.10, p. 213.)

(c) The maximum size of the aggregate shall be

not larger than one-fifth of the narrowest dimension

between forms of the member for which the concrete is to be used nor larger than three-fourths of the minimum clear spacing between reinforcing bars.

6 i The construction of 1-course concrete sidewalks is recommended

in preference to 2-course.

344
STONE, SAND, AND CEMENTITIOUS MATERIALS 516.9

By maximum size of aggregate is meant the clear space between the sides of the smallest square opening through which 95 per cent by weight of the material can be passed.

3. Water.—(a) Water used in mixing concrete

shall be clean, and free from strong acids, alkalies,

oil, or organic materials.

4. Metal reinforcement.—(a) Metal reinforcement

shall conform to the requirements of the Standard

Specifications for Billet-Steel Concrete Reinforce- ment Bars of intermediate grade (serial designation

A15-14), or for Rail-Steel Concrete Reinforcement

Bars (serial designation A16-14) of the American

Society for Testing Materials. The provision in these specifications for machining deformed bars

before testing shall be eliminated.

(b) Wire for concrete reinforcement shall conform

to the requirements of the Tentative Specifications

for Cold-Drawn Steel Wire for Concrete Reinforce- ment (serial designation A82-27) of the American

Society for Testing Materials.

(c) Structural steel shall conform to the require- ments of the Standard Specifications for Structural

Steel for Buildings (serial designation A9-24) of the American Society for Testing Materials.

(d) Cast-iron sections for composite combination columns shall conform to Standard Specifica- tions for Cast-Iron Pipe and Special Castings (serial designation A44-04) of the American Society for Testing Materials.

5. Storage of materials.—(a) Cement and aggre- gates shall be stored at the work in a manner to prevent deterioration or the intrusion of foreign matter. Any material which has deteriorated or has been damaged shall be immediately and completely removed from the work.

CONCRETE QUALITY AND PROPORTIONING

6. Concrete quality.—(a) The working stresses for the design of this structure are based upon the minimum ultimate 28-day strength of the concrete to be used. The strength of concrete for which all parts of the structure were designed is shown on the

several plans. The strength of concrete shall be

fixed in terms of the water-cement ratio in accord- ance with one of the following methods: (1) By

established results for average materials, as provided

in section 7; (2) by specific test of materials for the structure, as provided in section 8.

(6) By the water-cement ratio is meant the total quantity of water entering the mixture, including the surface water carried by the aggregate, expressed

in terms of the quantity of cement. The water- cement ratio shall be expressed in United States

gallons per sack (94 pounds net) of cement.

7. Water-cement ratio for average materials.—(a) Where no preliminary tests of the materials to be used are made, the water-cement ratio shall not

exceed the values in the following table: Assumed strength of concrete

Water-cement

ratio 1 United

States gallons per sack of cement (94 pounds net)

Assumed

compressive

strength 2 at

28 days in pounds per square inch

4 5,000

5 3,750

6 3, 000 m 2, 500 m 2,000 m 1,500

1 Surface water contained in the aggregate must be included as part

of the mixing water in computing the water-cement ratio.

2 The strengths indicated are for average materials, thoroughly mi xed, and concrete moisture-cured at normal temperature of 70° F., tested damp.

(b) During the progress of the work a reasonable number of compression tests shall be made as may

be required by the architect, but at least one speci- men shall be tested for each 100 cubic yard? of concrete being placed. The tests shall be made in accordance with the provisions for making field tests

of concrete, as provided in section 9.

(c) Should the average 28-day strength of the

contiol cylinders cured moist at 70° F. fall below ihe minimum ultimate strength called for on the plans, the architect shall have the right to change the water- cement ratio. In the event that the architect finds

it necessary to change the water-cement ratios from

those specified, adjustment, covering amount of cement and aggregates affected, will be made as an

extra or a credit under the provisions of the contract.

(d) Should the average strengths shown by the

cylinders cured on the job and tested subsequent to 28 days fall below the required strength, the architect shall have the right to require conditions of temperature and moisture necessary to secure the

required strength.

8. Water-cement ratio by tests of materials.—(a) Where the water-cement ratios for the various

strengths of concrete are to be established by test, these tests shall be made in advance of the beginning

of operations using the materials proposed and consistencies suitable for the work in accordance with

A. S. T. M. C39 (see 516.0, p 284.), including the

provisions for curing in a moist room at 70° F. and testing wet. A curve representing the relation between the average 28-day strength of the concrete and water-cement ratio shah be established

for a range of values, including all of the strengths

called for in the plans. The tests shaU include at

least four different water-cement ratios and at

least four specimens for each water-cement ratio, each specimen made from a separate batch. The

water-cement ratio to be used in the structure shall be that corresponding to a point on the curve,

established by these tests, representing a strength

of concrete 15 per cent higher than the minimum

ultimate strength caUed for on the plans, and

satisfactory evidence shall be submitted to show

that these water-cement ratios are not exceeded

during the construction of the building. No substitution shall be made in the materials being used on the work without additional tests in accordance

herewith, to show the new water-cement ratios to be used.

(b) During the progress of the work, a reasonable number of additional 28-day compression tests may

be required, but at least one specimen shah be

tested for each 50 cubic yards of concrete of any

one strength, and not less than two specimens

of each strength of concrete for any one day's

operation. Such tests shall be made in accordance

with the provisions in section 9 for making field tests of concrete. Should the average strengths of the control cylinders cured moist at 70° F. shown

by these tests for any portion of the structure fall below the minimum ultimate 28-day strengths

called for on the plans, the architect shall have the

right to order a change in the mix or the water- cement ratios for the remaining portion of the

structure, but no extra claim shall be allowed for such changes. Should the average strengths shown

by the cylinders cured on the job and tested sub- sequent to 28 days fall below the required strength, the architect shall have the right to require conditions of temperature and moisture necessary to

secure the required strength.

9. Field tests of concrete.—(a) Field tests of concrete, when required, shall be made in accordance

with A. S. T. M. C39, with the following exceptions:

(1) Two sets of samples of concrete for test specimens shall be taken as the concrete is being

345
516.9 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

delivered at the point of deposit, care being taken

to obtain a sample representative of the entire batch.

(2) One set designated as control cylinders shall be placed under moist curing conditions at approximately 70° F. within 24 hours after molding and

maintained therein until tested.

(3) The second set, designated as job cylinders,

shall be kept as near to the point of sampling as

possible and yet receive the same protection from

the elements as is given to the portions of the struc- ture being placed. Specimens shall be kept from

injury while on the work. They shall be sent to the laboratory not more than seven days prior to the time of test and while in the laboratory shall be

kept in the ordinary air at a temperature of approximately 70° F.

(&) All specimens and tests shall be made by a properly qualified person or testing laboratory, who

shall furnish the architect with a report, certified in the presence of a notary public, showing the results of tests and stating that they were made in accord- ance with the provisions of this specification.

10. Concrete -pro-portions and consistency.—(a) The

proportions of aggregates to cement for concrete of any water-cement ratio shall be such as to produce

concrete that will work readily into the corners and

angles of the form and around the reinforcement

without excessive puddling or spading and without

permitting the materials to segregate or free water

to collect on the surface. The combined aggregate

shall be of such composition of sizes that when

separated by the No. 4 standard sieve, the weight

retained on the sieve shall not be less than one-third nor more than two-thirds of the total, nor shall the amount of coarse material be such as to produce

harshness in placing or honeycombing in the structure. When forms are removed, the faces and cor- ners of the members shall show smooth and sound

throughout.

(b) The methods of measuring concrete material

shall be such that the proportion of water to cement

can be accurately controlled during the progress of the work and easily checked at any time by the

architect or his authorized representative.

MIXING AND PLACING CONCRETE

11. Removal of water from excavation.—(a) Water

shall be removed from excavations before concrete

is deposited, unless otherwise directed by the architect. Any flow of water into the excavation shall be

diverted through proper side drains to a sump or be

removed by other approved methods which will avoid washing the freshly deposited concrete. Water vent pipes and drains shall be filled by grouting, or otherwise, after the concrete has thoroughly

hardened.

12. Cleaning forms and equipment.—(a) Before

placing concrete all equipment for mixing and trans- porting the concrete shall be cleaned, all debris and

ice shall be removed from the places to be occupied

by the concrete, forms shall be thoroughly wetted

(except in freezing weather) or oiled, and clay or cement tile that will be in contact with concrete

shall be well drenched (except in freezing weather).

Reinforcement shall be thoroughly cleaned of ice or other coatings.

13. Inspection.—(a) Concrete shall not be placed

until the forms and reinforcement have been in- spected by the architect or engineer responsible for the design or his authorized representative.

14. Mixing.—(a) The concrete shall be mixed

until there is a uniform distribution of the materials and the mass is uniform in color and homogeneous.

The mixer shall be of such type as to insure the maintaining of the correct proportion of the ingreeients.

The mixing shall continue for at least one minute

after all the ingredients are in the mixer.

15. Transporting.-— (a) Concrete shall be handled

from the mixer to the place of final deposit as rapidly

as practicable by methods which will prevent the

separation or loss of the ingredients. It shall be

deposited as nearly as practicable in its final position

to avoid rehandling or flowing. Under no circumstances shall concrete that has partially hardened be

deposited in the work.

(b) When concrete is conveyed by chuting, the

plant shall be of such size and design as to insure a

practically continuous flow in the chute. The slope

of the chute shall be such as to allow the concrete to flow without separation of the ingredients. The

delivery end of the chute shall be as close as possible

to the point of deposit. When the operation is intermittent, the spout shall discharge into a hopper.

The chute shall be thoroughly flushed with water

before and after each run; and water used for this purpose shall be discharged outside the forms.

16. Placing.—(a) When concreting is once started

it shall be carried on as a continuous operation until the placing of the section or panel is completed.

(&) Concrete shall be thoroughly compacted by

puddling with suitable tools during the operation of placing, and thoroughly worked around the rein- forcement, around embedded fixtures, and into the

corners of the forms.

(c) Where conditions make puddling difficult, or where the reinforcement is congested, batches of mortar containing the same proportion of cement to sand used in the concrete shall first be deposited in the forms and the operation of filling with the regularly specified mix be carried on at such a rate that

the mix is at all times plastic and flows readily into the spaces between the bars.

(d) A record shall be kept on the work of the time

and date of placing the concrete in each portion of the structure. Such record shall be kept until the completion of the structure and shall be open to the

inspection of the architect. Note.—Specifications covering finishing of concrete surfaces should be added. Methods of finishing are so varied they can not be given

in a general specification. 17. Curing.—(a) Exposed surfaces of concrete

shall be kept moist for a period of at least seven days

after being deposited. In hot weather, exposed

concrete shall be thoroughly wetted twice daily

during the first week.

18. Depositing in cold weather.—(a) When depositing concrete at freezing or near freezing temperatures, the concrete shall have a temperature of at lest 50° F. but not more than 120° F. The concrete shall be maintained at a temperature of at

least 50° F. for not less than 72 hours after placing

or until the concrete has thoroughly hardened.

When necessary, concrete materials shall be heated

before mixing. Dependence shall not be placed on

salt or other chemicals for the prevention of freezing.

No frozen materials or materials containing ice shall be used. Manure shall not be applied directly to concrete when used for protection.

FORM AND DETAILS OF CONSTRUCTION

19. Design of forms.— (a) Forms shall conform to the shape, lines, and dimensions of the member as

called for on the plans. They shall be substantial and sufficiently tight to prevent leakage of mortar; they shall be properly braced or tied together so as

to maintain position and shape and insure safety to workmen and passers-by. Temporary openings

shall be provided where necessary, to facilitate clean- ing and inspection immediately before depositing

concrete.

346
STONE, SAND, AND CEMENTITIOUS MATERIALS 517.0

20. Removal of fonns.—(a) The removal of forms

shall be carried out in such a manner as to insure the complete safety of the structure. Where the

structure as a whole is supported on shores, removable floor forms, beams, and girder sides, column

and similar vertical forms may be removed within 24 hours, providing the concrete has hardened suffi- ciently that it is not injured. In no case shall the supporting forms be disturbed until the concrete has hardened sufficiently to permit their removal

with safety. Shoring shall not be removed until the member has acquired sufficient strength to support safely its weight and the load upon it. 21. Cleaning and bending reinforcement.—

(a) Metal reinforcement, before being placed, shall be free from rust scale or other coatings that will destroy or reduce the bond. Reinforcement shall be formed to the dimensions indicated on the plans.

Cold bends shall be made around a pin having a diameter of four or more times the least dimension

of the bar.

(b) Metal reinforcement shall not be bent or straightened in a manner that will injure the material. Bars with kinks or bends not shown on the plans shall not be used. Heating of reinforcement

for bending will not be permitted.

22. Placing reinforcement.—(a) Metal reinforce- ment shall be accurately placed and secured and

shall be supported by concrete or metal chairs or spacers or metal hangers.

23. Splices and offsets in reinforcement.—(a) In

slabs, beams, and girders splices of reinforcement

shall not be made at points of maximum stress without the approval of the architect. Splices,

where permitted, shall provide sufficient lap to transfer the stress between bars by bond and sheer.

(b) Splices in column bars shall provide a lap of 24 diameters for deformed bars and 30 diameters

for plain bars.

24. Construction joints.—(a) Joints not indicated on the plans shall be so made and located as to

least impair the strength of the structure. Where a

horizontal joint is to be made, any excess w'ater and laitance shall be removed from the surface after concrete is deposited. Before depositing of concrete is resumed, the hardened surface shall be

cleaned and roughened and all weak concrete re- moved.

(b) At least two hours must elapse after depositing concrete in the columns or walls before depositing in beams, girders, or slabs supported thereon. Beams, girders, brackets, column capitals, and

haunches shall be considered as part of the floor system and shall be placed monolithically therewith.

(c) Construction joints in floors shall be located near the middle of spans of slabs, beams, or girders unless a beam intersects a girder at this point, in which case the joints in the girders shall be offset a distance equal to twice the width of the beam. In

this last case provision shall be made for shear by

use of inclined reinforcement. Simplex Concrete Pile Association, specifications

for standard simplex concrete piles. (See 518.42, p. 413.) 517. LIME

517.0 GENERAL ITEMS.

American Society for Testing Materials, standard methods of sampling, inspection, packing, and marking of quicklime and lime products, serial designation C50-27, 1927.

A. GENERAL

1. (a) Samples of quicklime and lime products

shall be taken at one of the following places, as may

be agreed upon by the contracting parties:

At point of manufactiLre, or destination.—From

conveyors delivering to bins or piles, from filled bins by means of sampling tubes, from filled bins

at the point of discharge, from piles by means of sampling tubes or shovels, or from loaded cars.

(b) All samples shall be taken in triplicate and

immediately sealed in air-tight mositure-proof

containers.

(c) One sample shall be immediate^ delivered to

the consignee; one sample shall be delivered to the

consignor, if requested, within 10 days from the date

of sampling; the third sample shall be retained with

seal unbroken until such time as the material has

been accepted or a referee called for.

(d) Samples shall be of an equal weight of not less than 5 pounds each when the quantity sampled

equals 30 tons or more. For smaller quantities, the weights of the samples may be reduced proportionately, provided that no sample shall weigh less than 2 pounds, except by special agreement of the

contracting parties.

(e) If the samples are taken at any place other than

the place of manufacture of the material being sampled, such samples shall be taken within 24 hours of the receipt of the material.

(/) Sampling shall be conducted as expeditiously

as possible in order to avoid undue exposure of the

material to the air.

(g) Samples shall not be taken from the broken

packages.

B. LUMP OR GRANULAR MATERIAL

2. (a) In btdk (piles or cars).—Material shall be

selected so that it will represent an average of all parts of the pile or car and shall not contain a dis- proportionate share of the top or bottom layers.

This material shall comprise at least 10 shovelsful taken from different parts of the pile or car. The

total material so taken shall weigh not less than

100 pounds for a 30-ton unit, with a proportionate

quantity of material for multiples of this unit,

provided that at no time shall the total amount of material so taken weight less than 50 pounds. It

shall be broken if necessary, to pass a 1-inch ring,

thoroughly mixed, and quartered, and the triplicate

samples for testing shall be taken from the material

so drawn and prepared.

(6) In bulk (at conveyors to or from bins, piles, or

cars).—Material shall be taken at regular intervals during the entire time of movement of the mass

being sampled. The quantity to be taken at each

interval and the number of such intervals shall be

so proportioned that the final quantity of material

taken shall conform to the requirements of pa- agraph (a).

3. In packages.—At least 2 per cent of the packages shall be sampled, the packages to be taken from

various parts of the material being sampled, and at no time shall less than five packages be sampled.

The contents of each of the packages so taken shall be put in a pile, broken if necessary, to pass a 1-inch

ring, thoroughly mixed, and quartered, and the

triplicate samples for testing shall be taken from the

material so drawn and prepared.

C. POWDERED MATERIAL

4. (a) In bulk (bins, piles, or cars).—A sampling'

tube shall be used which takes a core not less than

1 inch in diameter, and which is of sufficient length

to permit the taking of a core from the top to the

bottom of the mass being sampled. Cores shall be taken from at least 10 separate parts of the mass. The cores so taken shall be thoroughly mixed and

quartered and the triplicate samples for testing shall be taken from the material so drawn and prepared.

347
517.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

A minimum quantity of 100 pounds shall be drawn

for a unit of 30 tons of material with a proportionate

quantity of material for multiples of this unit, pro- vided that at no time shall less than 50 pounds be

drawn as the original portion.

(b) In bulk (at conveyors to or from bins, piles, or

cars, at packing machines, etc.).—Sampling at conveyors, packing machines, etc., shall conform to the

provisions of section 2 (b). 5. In packages.—A sampling tube shall be used

which takes a core not less than one-half inch in diameter. The tube shall be so inserted into the package that it will take a core of the material being sampled from substantially the entire length

of the package. Material thus taken from individ- ual packages shall be thoroughly mixed and quartered, and the triplicate samples for testing shall be

taken from the material so drawn and prepared.

Individual packages shall be taken from various parts of the unit being sampled. At least 1.5 per cent of the packages shall be sampled, and in no

case shall less than five packages be sampled.

D. TREATMENT OF SAMPLE AT LABORATORY

6. The sample as received at the laboratory shall be thoroughly mixed, and reduced in quantity by

the usual methods of quartering to give a minimum

portion of 75 g. This portion shall be ground,

either by a suitable mechanical device or by hand

in an agate mortar, until it all passes a No. 100 (149

micron) sieve. (See A. S. T. M.: E 11, 500.2,

p. 1, for sieve requirements.) It shall then be

thoroughly mixed, placed in an air-tight container,

and used in the determination of the chemical

composition.

7. Samples to be used for such special tests as may be required by individual specifications shall be obtained by mixing and quartering the material remaining after removal of the 75-g portion for chemical analysis. The quantity of sample and

the screen size of the particles will depend upon the requirements of the individual specifications. INSPECTION

8. When inspection and sampling are to be con- ducted at the point of manufacture, the manufacturer shall afford the inspector representing the purchaser all reasonable facilities for inspection and

sampling, which shall be so conducted as not to

interfere unnecessarily with the operation of the works. The duties of the inspector or sampler shall be confined exclusively to sampling and inspection

of the finished material as ready for shipment, and

shall not under any circumstances be construed to permit investigation of methods or processes of manufacture.

REJECTION

9. (a) Rejection of material based on failure to pass the tests prescribed in the specifications shall be reported wiohin 10 days from the taking of samples, and the cause for rejection shall be stated.

(6) The samples which represent rejected material

shall be kept in air-tight, moisture-pioof containers

for at least five days from the date of the original

test report. RETESTING

10. (a) Either of the contracting parties may

make claim for a retest within five days of the date

of the oiiginal test report. The expense of the

retest shall be borne by the party demanding such

retest.

(b) Should the contracting parties be uns,ble to reach a mutually satisfactory agreement based upon

the results of the original test, the third sample of

material shall be delivered unopened to a referee laboratory for test and the results of this referee

test shall be binding on both parties.

PACKING

11. Lump lime.—Lump lime may be shipped in bulk in carload lots, in wooden barrels, or steel containers holding 180 or 280 pounds net each, or in pasteboard cartons holding 90 pounds net each.

12. Pulverized lime.—Pulverized lime may be

shipped in bulk, in carload lots, or in cloth or paper

bags.

13. Hydrated lime.-—Hydrated lime shall be shipped

in cloth bags holding 100 pounds net each, or in paper bags holding 50 pounds net each. MARKING

14. Each shipment of material shall carry with

it some means of identification, stating the particular contract on which the purchase and shipment

were made.

15. Each package shall have legibly marked

thereon, the net weight of its contents, the name of the manufacturer, the place of manufacture, and

the brand name, if any. This marking shall comply with all requirements of the Federal lime barrel

act, entitled "An act to standardize lime barrels (Public No. 228—Congress—S. 5425)," and with

such other Federal or State laws as may be appli- cable to the shipment in question.

16. In addition to the above information, the fol- lowing guarantee may be marked on each package

or shipment: "Guaranteed by (name of manufacturer) to meet the specifications of the American

Society for Testing Materials" for (name of material)

.

American Society for Testing Materials, standard

definitions of terms relating to lime, serial designation C51-28, 1928. Quicklime.—A calcined material, the major part

of which is calcium oxide or calcium oxide in natural association with a lesser amount of magnesium oxide, capable of slaking with water. Hydrated lime.—A dry powder obtained by treat- ing quicklime with water enough to satisfy its chemical affinity under the conditions of its hydration. Note.—It consists essentially of calcium hydroxide or a mixture of calcium hydroxide and magnesium oxide and magnesium hydroxide. Lump lime.—Quicklime as it comes from the kilns. Lump lime screened.—Lump lime after forking or screening to remove the finer portion.

Note.—The portion which is removed is usually that which will pass a J4-ineh sieve. Pulverized lime.-—Quicklime which will pass a

fine sieve of specified size. Note.—The size of the sieve is usually one-fourth inch. 517.1 LIME.

American Railway Engineering Association, specifications for buildings for railway purposes. LIME FOR USE IN BRICKWORK

(See A. R. E. A. specification for brickwork,

518.83, p. 475.) Common Brick Manufacturers' Association of America, specifications and general schedule of a

brick house. MORTAR

(See 516.3, p. 310.) National Lime Association, basic specification for lime stucco, 1922. (See 514.4, p. 274). National Lime Association, standard specifications

for lime plaster. (See 514.4, p. 272.)

348
STONE, SAND, AND CBMENTITIOUS MATERIALS 517.2

National lime Association, uses of lime. (The association has prepared recommendations

covering the use of lime in various chemical processes, including general requirements for the lime to be

used in the manufacture of paper, strawboard, glass, leather, insecticides, sugar, bleaching powder, soda,

sodium bicarbonate and soda ash, sand-lime brick,

silica brick, pigments, water paints, dyestuffs and

intermediates, calcium carbide and cyanamide,

rubber, lubricating greases, animal glue and gelatin, varnish and textiles; also requirements for lime to be used in water softening, fluxing, neutralization and purification processes, trade wastes, caustici- zation, and other processes.)

517.2 HYDRATED LIME OR QUICKLIME.

American Ceramic Society, standard specifications for limestone, quicklime, and hydrated lime, 1928.

(A) GENERAL

(FOB TJSE IN THE MANtTFACTUEE OF GLASS)

1. Use of lime.—Most common glasses are fused mixtures of alkali (usually soda), alkaline earth

(usually lime), and silica. Freedom from color is important in determining the quality of glass, which, in turn, depends upon the absence of coloring oxides (usually iron) from the raw material. Limestone, quicklime, or hydrated lime may be

used for making glass. The decision as to which to use is generally based on availability, cost, and

present practice.

2. Definition of limestone, quicklime, and hydrated

lime.—Limestone consists essentially of calcium

carbonate, or of calcium and magnesium carbonates where the amount of the latter does not exceed

45.5 per cent. Quicklime is the product resulting

from the calcination of limestone, and consists

essentially of calcium oxide, or of calcium and

magnesium oxides. It will slake when water is added to it, and this slaking is accompanied by

an evolution of heat and an increase in volume.

Hydrated lime is a dry powder which is made by

treating quicklime with enough water to satisfy

its chemical affinity under the conditions of manufacture. It consists essentially of calcium hydroxide, or of a mixture of calcium hydroxide and

magnesium oxide or hydroxide.

3. Packing.—Limestone is shipped in bulk in carload lots, or in cloth or paper bags. Quicklime

is shipped either in bulk, in carload lots, or barrels holding 180 pounds net or 280 pounds net each. Hydrated lime is shipped in paper bags holding 50 pounds net each.

(B) REQUIREMENTS

1. Quality.—Except for the constituents enu- merated below, the composition of a limestone,

lime, or hydrated lime may vary within wide

limits and still be satisfactory to the glass manufacturer. Either high calcium or high magnesium

material may be used. It is essential, however,

that the composition be reasonably uniform from

day to day. Otherwise the difficulty of controlling the process of manufacture would become too

great.

2. Corn-position.—Quicklime shall not contain more than 3 per cent CO2 as shipped. Hydrated

lime shall not contain more than 5 per cent COj as shipped, and shall contain sufficient water to meet

the chemical requirements of the calcium oxide. Limestones, quicklimes, and hydrated limes may

be divided into three classes, depending upon the

character of glass for which they are suitable. To

meet these specifications, the constituents listed below shall not exceed the maximum percentages

or fall below the minimum percentages given in the

following table: Table 1.

Corn-position of the nonvolatile portion of

limestone, quicklime, or hydrated lime

Ingredients

Class 1 Class 2 Class 3

Maxi- mumMini- mum

Maxi- mum

Mini- mumMaxi- mum

Mini- mum

CaO+MgO 96 91 83 Fe2 3 -- 0.2

1.0

3.0 4.0

3.0

0.4

1.0

3.0 9.0

5.0

0.8

1.0

3.0

17.0

5.0

SO2+P5O:

In limestone _ In quicklime or hydrated

lime

SiOj... AljOs

The sum of the calcium and magnesium oxide is specified in the above table. In order to prevent undue

variation in the relative proportions of these two

ingredients the per cent calcium oxide shall be

established by contract, and it is specified that the per cent calcium oxide shall not vary more than 2 per cent either way from the contract figure.

An approximate figure for the content of alumina

should also be included in the contract. This

figure must come within the limits set in the above

table, and it is specified that the amount of alumina

in the material delivered shall not vary more than

1 per cent either way from the contract figure.

3. Fineness.—Unless otherwise specified, limestone, quicklime, and hydrated lime shall be crushed

so that all will pass a No. 16 sieve. Note.—A No. 16 sieve has an opening of 1.19 mm and a wire diameter of 0.54 mm with a permissible tolerance of 2 per cent in the opening and 10 per cent in the wire diameter. 4 Marking.—Each carload of material, or fraction

thereof, shail be legibly marked with the names of the consignor and consignee, and with some means

of identifying the particular contract on which the shipment is made.

This information is in addition to that required by

the Federal lime-barrel law.

5. Retesling.—Notice of the rejection of a shipment based on these specifications must be in the hands of the consignor within 10 days after the

receipt of the shipment at the point of destination.

If the consignor desires a retest, he shall notify the consignee within five days of receipt of the notice of

rejection. The consignee shall provide all reasonable facilities to permit the consignor to resample

the material. This retest shall be at the expense of the consignor.

(C) SAMPLING AND TESTING

1. Sampling.—The purchaser will bear all ex- pense of sampling and testing. When limestone or quicklime is shipped in bulk, the sample shall be so taken that it will represent an average of all parts of the shipment from top to bottom, and shall not

contain a disproportionate share of the top and

bottom layers, which are most subject to changes.

The sample shall consist of 1 shovelful for each 3 tons of material, but not less than 10 shovelfuls, taken from different parts of the shipment. The

total sample taken shall weigh at least 100 pounds,

shall be mixed thoroughly, and "quartered" to provide a 15-pound sample for the laboratory. In

case a shipment consists of more than one car, a

separate sample shall be taken from each car. When quicklime is shipped in barrels, at least 3

per cent of the number of barrels shall be sampled.

They shall be taken from various parts of the ship349
517.2 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

ment, dumped, mixed, and sampled as specified in the above paragraph.

In the case of hydrated lime the sample shall be a

fair average of the shipment. Three per cent of the packages shall be sampled. The sample shall be

taken from the surface to the center of the package.

The material so obtained shall be thoroughly mixed

and quartered to provide a 2-pound sample for the

laboratory.

When sampling quicklime or hydrated lime, it is essential that the operation be conducted as expeditiously as possible, in order to avoid undue exposure of the material to the air. The sample to be

sent to the laboratory shall immediately be placed

in an air-tight container in which the unused portion

shall be stored until the shipment has been finally

accepted or rejected by the purchaser.

The sample may be taken either at the point of shipment or at the point of destination, as agreed

upon by the contracting parties. If it is desired

to enforce the requirements as to carbon dioxide, the sample must be taken at the point of shipment.

2. Testing.—The following directions are a brief summary of the analytical methods which are recommended: Blast 0.5 g of the sample for 15 minutes in a platinum crucible. Cool and transfer to an evaporating dish. Mix to a slurry with

distilled water. Add 5 to 10 cc concentrated HC1.

Heat gently until solution is complete, breaking

up lumps if necessary. Evaporate to dryness on

water bath. Add 5 to 10 cc concentrated HQ

and dilute with an equal volume of distilled water. Digest on water bath for 10 minutes. Filter and

wash with hot water. Evaporate the filtrate to dryness. Dissolve in acid and water as befoie.

Filter and wash with hot water. Ignite the two

precipitates together and weigh as silica and in- soluble matter.

Dilute the above filtrate to 250 cc; add HC1 if necessary to insure a total volume of 10 to 15 cc; make alkaline with NH4 OH; boil until odor of NH3 is barely noticeable. Filter, and wash slightly with

hot water. Dissolve the precipitate with hot dilute HC1 and repeat the precipitation as before. Filter, and wash thoroughly with hot water. Ignite and

weigh as oxides of iron, aluminum, and phosphorus.

To the filtrates from the above add a few drops of NH4OH and bring to a boil. Add 25 cc of a satu- rated solution of (NH4 ) 2 C2 04. Continue boiling

until the precipitate becomes granular. Let stand

until precipitate settles clear. Filter and wash

with boiling water. Ignite the precipitate, dissolve

in dilute HC1, and dilute to 100 cc. Add excess of NH4OH, and boil. Filter out any insoluble matter;

ignite and weigh; add its weight to the oxides of iron and aluminum found previously. To this

filtrate add (NH4) 2 C2 04, proceeding as before.

Filter, and wash with boiling water. Ignite and

blast to constant weight as calcium oxide. Acidify the filtrates from the above with HC1.

Evaporate to 150 cc. Add 10 cc of a saturated

solution of NaNH4 HP04 and boil; cool; add NH4 OH

drop by drop, with constant stirring, until the

precipitate starts to form. Then add moderate

excess of NH4 OH. Stir for several minutes. Let stand overnight. Filter and dissolve the

precipitate in hot dilute HC1. Dilute to 100 cc, add 1 cc of saturated solution of NaNH4 HP04 , and

precipitate as before. Filter, and wash with an

alkaline solution made by diluting NH4 OH until it contains about 2.5 per cent NH3 and then add a few

drops of HN03 ; ignite and weigh as Mg2 P2 7 ; multiply this weight by 0.3621 to find the weight of MgO.

Place 5 g of the sample of quicklime 01 hydrated

lime, or 0.5 g of limestone, in a small Erlenmeyer

flask and cover with hot distilled water. Connect

this flask into a carbondioxide train, set up as

follows: Next to the flask is a reflux condenser, to

to which is connected a calcium-chloride drying

tube, followed by a tube containing anhydrous

CuS04 , then another tube of CaCl2 , then by two

tubes filled with soda lime, and finally by another

tube of CaCl2 . The entire train must be so arranged

that a stream of C02 free air can be kept passing

through it. Start this stream of air. Weigh the

tubes containing soda lime and replace them in the

train. Add to the sample in the flask about 25 cc

of 1: 1HC1, being careful that no gas is lost and that

the effervescence is not too violent during the

operation. When the effervescence diminishes, heat

the flask, bringing the liquid gradually to boiling. Boil for 10 minutes. Remove the flame and allow

the flask to cool for 15 minutes, while the stream of

air is still flowing. Disconnect and weigh the

soda-lime tubes. Their increase in weight is recorded as carbon dioxide. Dissolve 5 g of the sample in HC1 and evaporate to dryness. Dissolve the residue in HC1; filter and

wash with hot water. Fuse the residue with

Na2 C03 . Treat the filtrate with NaOH in boiling

solution; filter and wash with hot water. Dissolve both this precipitate and the fused residue in dilute H2 S04 . Reduce with Zn and titrate with A72Q KMn04

. Calculate the result to per cent Fe2 3 . Dissolve 2 g of the sample in 10 cc water and

15 cc 1:1 HC1. Filter out insoluble matter. Dilute

filtrate to 250 cc. Heat to boiling- and add 10 cc

of a boiling 10 per cent solution of BaCl2 , drop by

drop, with constant stirring. Let stand overnight;

filter; wash with hot water; ignite and weigh as BaS04 . Calculate to per cent SO3. Dissolve 10 g of the sample in 80 cc of 1:1 HN03 ; filter; wash; fuse the residue Na2 C03 ; dissolve the melt in HN03 and add this solution to the filtrate. Boil the filtrate with 10 cc of 1.5 per cent KMnO-4

solution until Mn02 is precipitated. Add enough

H2 S03 to dissolve the Mn02 . Neutralize with

NH4OH. Add 1 cc of concentrated HN03 for every 100 cc of solution. Bring to 40° C. and

precipitate with ammonium molybdate. Shake

for 10 minutes and let stand at 40° C. for 12 hours.

Filter and wash with 1 per cent KN03 . Dissolve

the precipitate in a known volume of iV/lO NaOH

and C02 free water. Titrate the excess NaOH,

using phenolphthalein as indicator. Calculate the

per cent P2 5 , using the proportion, P:NaOH : : 1 :23. American Railway Engineering Association, specifications for quicklime to be used in water treatment,

1922. DEFINITION

1. Quicklime for use in water treatment is a

material the major part of which is calcium oxide,

which will slake on the addition of water. GRADES

2. Quicklime is divided into two grades:

(a) Selected.—Shall be well burned, picked free from ashes, coke, clinker, or other foreign material.

(6) Run-of-kiln.—Shall be well burned, without

selection. It shall be free from large lumps of unburned or foreign material. FORMS

3. Quicklime is shipped in two forms:

(a) Lump.—Shall be kiln size.

(b) Pulverized.—Shall be reduced in size to pass a %-inch screen.

350
STONE, SAND, AND CEMENTITIOUS MATERIALS 517.2

CLASSES

4. Quicklime for water treatment is divided into two classes:

(a) High-calcium.

(6) Calcium.

EASIS OF PURCHASE

5. The particular grade, form, and class of quicklime desired shall be specified in advance by the

purchaser. Unless otherwise specified high-calcium

quicklime shall be furnished. L CHEMICAL PROPERTIES AND TESTS

(A) SAMPLING

lime in Barrels

6. Quicklime shall be shipped in barrels, or other containers of similar size. At least 3 per

cent of the number of barrels shall be sampled.

They shall be taken from various parts of the shipment, dumped, mixed, and sampled. The samples

shall comprise at least 10 shovelfuls taken from

different parts of the shipment. The total sample

taken shall weigh at least 100 pounds and shall be

crushed to pass a 1-inch ring, and quartered to provide a 15-pound sample for the laboratory.

laboratory Samples

7. All samples to be sent to the laboratory shall be immediately transferred to an air-tight container

in which the unused portion shall be stored until the quicldime shall finally be accepted or rejected

by the purchaser.

Check tests on samples taken from car at desti- nation will occasionally be made, and should agree

•within reasonable limits with initial sample.

(B) CHEMICAL TESTS

Chemical Properties

8. (a) The classes and chemical properties of quicklime shall be determined by standard methods

of chemical analysis.

(6) Samples shall be taken as specified in sections 6 and 7.

(c) Quicklime shall conform to the following re- quirements as to chemical composition:

Chemical composition

Properties considered

High calcium Calcium

Selected Eun-ofkiln

Select- edRun-ofkiln

Per cent Per cent Per cent Per cent Calcium oxide Min. 90 Min.90 85-90 85-90 Calcium oxide plus magne- sium oxide, minimum 90 85 90 85 Carbon dioxide, maximum. 3 5 3 5

Silica plus alumina plus

oxide of iron, maximum-— 5 7.5 5 7.5

LL INSPECTION, PENALIZATION, AND REJECTION

INSPECTION

9. (a) All quicklime shall be subject to inspection.

(6) The quicklime may be inspected either at the

place of manufacture or the point of delivery as arranged at the time of purchase.

(c) The inspector representing the purchaser shall have free entry at all times, while work on the contract of the purchaser is being performed, to all parts of the manufacturer's works which concern

the manufacture of the quicklime ordered. The

manufacturer shall afford the inspector all reasonable facilities for inspection and sampling, which

shall be so conducted as not to interfere unnecessarily

with the operation of the works.

(d) The purchaser may make the tests to govern

the acceptance or rejection of the quicklime in his own laboratory or elsewhere. Such tests, however,

shall be made at the expense of the purchaser. PENALIZATION

All prices shall be based upon minimum percent- age of calcium oxide. If a lower grade is furnished than the one specified it may, at the option of the purchaser, be accepted upon making a rebate equal

to the percentage of calcium oxide below the mini- mum designated. REJECTION

11. (a) Unless otherwise specified, any rejection

based on failure to pass the tests prescribed in these

specifications shall be reported within 10 working

days from the taking or receipt of samples.

(b) Rejected quicklime shall be returned to the shipper or as he may direct. All freight charges in both directions to be paid by the shipper. REHEARING

12. Samples which represent rejected quicklime

shall be preserved in air-tight containers for 10 working days from the date of test report. In case

of dissatisfaction with the results of the tests, the manufacturer may make claim for a rehearing within

that time. American Railway Engineering Association, specification for hydrated lime to be used in water treat- ment, 1922. DEFINITION

1. Hydrated lime is a dry flocculent powder result- ing from the hydration of quicklime.

CLASSES

2. Hydrated lime for water treatment is commercially divided into two classes: (a) High-calcium,

(6) calcium. BASIS OF PURCHASE

3. The particular class of hydrated lime desired

shall be specified in advance by the purchaser. Unless otherwise specified high-calcium lime shall be

furnished.

I. CHEMICAL PROPERTIES AND TESTS

SAMPLING

4. The sample shall be a fair average of the ship- ment. Three per cent of the packages shall be

sampled. The sample shall be taken from the surface to the center of the package. A 2-pound sample

to be sent to the laboratory shall immediately be

transferred to an air-tight retainer, in which the unused portion shall be stored until the hydrated

lime has been finally accepted or rejected by the

purchaser. Check tests on samples taken from cars

at their destination will occasionally be made, and

should agree within reasonable limits with initial sample. CHEMICAL PROPERTIES

5. (a) The classes and chemical properties of hydrated lime shall be determined by standard

methods of chemical analysis.

351
517.2 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

(6) The hydrated lime shall conform to the follow- ing requirements as to chemical composition:

High-calcium, not less than 90 per cent calcium hydroxide

(Ca(OH)2 ). Calcium, not less than 85 per cent calcium hydroxide (Ca(OH)2)

.

H. PHYSICAL PROPERTIES AND TESTS

FINENESS

6. A 100 g sample shall leave by weight a residue

of not over 2 per cent on a standard 100-mesh sieve and not over 0.5 per cent on a standard 20-mesh

sieve. in. PACKING AND MARKING

PACKING

7. Hydrated lime shall be packed either in cloth or in paper bags of not more than 50 pounds net

weight.

MARKING

8. The weight shall be plainly marked on each

package, together with the name of the manufacturer.

IV. INSPECTION, PENALIZATION, AND REJECTION

INSPECTION

9. (a) All hydrated lime shall be subject to

inspection.

(b) The hydrated lime may be inspected either at the place of manufacture or the point of delivery, as arranged at the time of purchase.

(c) The inspector representing the purchaser shall have free entry at all times while work on the contract of the purchaser is being performed, to all parts

of the manufacturer's works which concern the manufacture of the hydrated lime ordered. The

manufacturer shall afford the inspector all reasonable

facilities for inspection and sampling, which shall be

so conducted as not to interfere unnecessarily with

the operation of the works.

(d) The purchaser may make the tests to govern

the acceptance or rejection of the hydrated lime in his own laboratory or elsewhere. Such tests, however, shall be made at the expense of the purchaser. PENALIZATION

10. All prices shall be based upon the minimum

percentage of calcium hydroxide. If a lower grade

is furnished than the one specified, it may at the option of the purchaser be accepted upon making a rebate equal to the percentage of calcium hydroxide

below the minimum designated. REJECTION

11. (a) Unless otherwise specified, any rejection

based on failure to pass tests prescribed in these

specifications shall be reported within 10 working

days from the taking or receipt of samples.

(b) Rejected hydrated lime shall be returned to the shipper or as he may direct. All freight charges

to be paid by the shipper in both directions. REHEARING

12. Samples which represent rejected hydrated

lime shall be preserved in air-tight containers for 10 working days from the date of the test report. In

case of dissatisfaction with the results of the tests the manufacturer may make claim for a rehearing

within that time. American Society for Municipal Improvements,

standard specifications for sewers, 1927. (This specification includes requirements for hydrated lime for use in sewer construction.)

(See 518.67, p. 453.)

American Society for Testing Materials, standard

specifications for quicklime for structural purposes,

serial designation C5-26, 1926. REQUIREMENTS

1. The quicklime shali conform to the following

requirements as to chemical composition, calcu- lated to the nonvolatile basis:

Cal- cium

lime

Magnesium

lime

Per cent Per cent Calcium oxide, minimum 75 Magnesium oxide, minimum 20 Calcium and magnesium oxides, minimum 95 95

Silica, alumina, and oxide of iron, maximum 5 5 Carbon dioxide, maximum:

If sample is taken at the kiln 3 3

If sample is taken at any other place 10 10

2. When tested in accordance with the method

described in section 4, quicklime shall contain not more than 15 per cent by weight of residue. METHODS OF TEST

3. The chemical analysis of the lime shall be

made in accordance with A. S. T. M. C25. (See

p. 354.)

4. An average 2)i kg (5-pound) sample shall be put in a box of wood or of some material of

similarly low thermal conductivity and slaked by an experienced operator with sufficient water

at 70° to 80° F. (21° to 27° C.) to produce the

maximum quantity of lime putty, care being taken

to avoid "burning" or 'drowning" the lime. It

shall be allowed to stand for one hour and then

washed through a No. 20 sieve by a stream of water

having a moderate pressure. No material shall be rubbed through the sieve. The washing shall be continued until the residue on the screen appears

to consist wholly of coarse particles, but in no

case shall washing be continued more than 30

minutes. The residue shall be dried to constant weight at a temperature of 212° to 225° F. (100°

to 107° C). The sample of lump lime taken for

this test shall be broken so as to all pass a 1-inch

ring and be retained on a 34-inch sieve. Pulverized

lime shall be tested as received. SAMPLING, RETESTING, PACKING, AND MARKING

5. The sampling, retesting, packing, and marking

shall be conducted in accordance with A. S. T. M.

C50. (See 517.0, p. 347.) APPENDIX

Quicklime can never be used as such for structural purposes; it must always be slaked first. Since the method of slaking is an important factor in deter- mining the quality of the finished product, the

following directions are given, not as a part of the

specifications, but as information for the further

protection of the purchaser.

PREPARATION OF LIME PUTTY

1. (a) Introduction.—Different kinds of lime vary

considerably in the way in which they behave with

water. A little supervision over the operation of slaking will amply pay for itself by insuring the production of the greatest possible quantity and the

best possible quality of putty. To find out how to

slake a new lot of lime, it is safest to try a little of it and see how it works. Since different lots of the

352
STONE, SAND, AND CEMENTITIOUS MATERIALS 517.2

same brand of lime vary somewhat, and since the weather conditions at the time have a decided

influence, it is wise to try a sample from each lot used, whether familiar with the brand or not.

(6) Classification of limes.—In a bucket, put two

or three lumps of lime about the size of one's fist, or, in the case of granular lime, an equivalent amount. Add enough water to just barely cover the lime, and

note how long it takes for slaking to begin. Slaking has begun when pieces split off from the lumps or when the lumps crumble. Water of the same

temperature should be used for test and field practice.

If slaking begins in less than 5 minutes, the

lime is quick slaking; from 5 to 30 minutes, medium

slaking; over 30 minutes, slow slaking.

(c) Directions for slaking.—For quick-slaking lime,

always add the lime to the water, not the water to the

lime. Have enough water at first to cover all the lime completely. Have a plentiful supply of water

available for immediate use—a hose throwing a good

stream, if possible. Watch the lime constantly. At

the slightest appearance of escaping steam, hoe

thoroughly and quickly, and add enough water to stop the steaming. Do not be afraid of using too much water with this kind of lime. For medium-slaking lime, add the water to the

lime. Add enough water so that the lime is about

half submerged. Hoe occasionally if steam starts to escape. Add a little water now and then if necessary to prevent the putty from becoming dry

and crumbly. Be careful not to add any more

water than required and not too much at a time. For slow-slaking lime, add enough water to the lime to moisten it thoroughly. Let it stand until the reaction has started. Cautiously add more

water, a little at a time, taking care that the mass is not cooled by the fresh water. Do not hoe until the slaking is practically complete. If the weather

is very cold, it is preferable to use hot water; but if this it not available, the mortar box may be covered

in some way to keep the heat in.

2. (a) White coat.—After the action has ceased run off the putty through a No. 10 sieve and store for a minimum of two weeks.

(6) Base coats.—After the action has ceased run

off the putty through a No. 8 sieve. Add sand up to equal parts by weight, all of the hair required, and

store for a minimum of two weeks.

(c) Mason's mortar.—After the action has ceased add part or all of the sand required and store for a minimum of 24 hours. American Society for Testing Materials, standard

specifications for hydiated lime for structural purposes, serial designation C6-24, 1924.

1. These specifications cover two classes of hydrated lime, namely, masons' hydrate and finishing

hydrate.

2. (a) Masons' hydrated lime may be used for scratch or brown coat of plaster, for stucco, for mortar, and for addition to Portland-cement

concrete.

(b) Finishing hydrated lime may be used for any

of the purposes enumerated in paragraph (a) for masons' hydrated lime, and, in addition, it may be

used as an ingredient in the final or white coat of

plaster.

BEQuTREMENTS

3. Masons' hydrated lime shall conform to the chemical and physical requirements herein specified

except that for plasticity, specified in section 8.

4. Finishing hydrated lime shall conform to all chemical and physical requirements herein specified, including that for plasticity, specified in section 8.

5. (a) Carbon dioxide.—Carbon dioxide in the sample shall not exceed 5 per cent if the sample is

taken at the place of manufacture, or 7 per cent if the sample is taken at any other place. The per- centages in both cases are based on the nonvolatile

portion. (See sec. 9.)

(6) Calcium and magnesium oxides.—Calcium and

magnesium oxides shall constitute not less than 95

per cent of the nonvolatile portion. (See sec. 9.) 6. The sample shall leave a residue of not more

than 0.5 per cent on a No. 30 sieve, and not more

than 15 per cent on a No. 200 sieve. (See sec. 10.)

7. If the steam has no visible effect on the pat

(see sec. 11), the sample shall be reported as being

"sound." If the pat disintegrates, the sample shall be reported as being unsound, and the shipment

rejected. If the pat cracks, pops, or shows other minor defects, it shall not be reported as either sound or unsound, but its behavior shall be noted.

8. Finishing hydrated lime shall have a plasticity

figure of not less than 200. (See sec, 13.) METHODS OF TEST

9. The chemical analysis of the hydrated lime

shall be made in accordance with serial designation

C25 of the American Society for Testing Materials

(given below).

10. Fineness of hydrated lime shall be determined

as follows: One hundred grams of the sample as received

shall be placed on a No. 30 sieve, which shall be

nested above a No. 200 sieve. The material shall be washed by means of a stream of water from a

faucet. The washing shall be continued until the water coming through the sieve is clear, but in no

case should the washing be continued for more than

30 minutes. The residues on both sieves shall be

dried to constant weight in an atmosphere free from

carbon dioxide at a temperature between 100° and

120° C. The weights shall be calculated to per- centages of the original sample, the weight of the

material retained on the No. 30 sieve being added to the weight of the material retained on the No. 200

sieve to obtain the correct weight of the material

retained on the No. 200 sieve. The sieves used shall meet the requirements given

in the United States Standard Sieve Series. (See A. S. T. M. Ell, 500.2, p. 1.) A piece of rubber tubing attached to a water

faucet is to be used for the washing. The velocity

of the water may be increased by pinching the tubing, but should not be sufficient to cause any splashing of the sample over the sides of the sieve. Care must be taken not to let water accumulate

on the No. 200 sieve, else the openings will become

clogged and the operation can not be completed in 30 minutes.

11. Constancy of volume shall be determined as

follows: To 20 g of the sample, 100 g of standard Ottawa

sand shall be added, mixed thoroughly and enough

water added to the mixture to make a good plastic mortar of rather dry consistency. This shall be

spread on a clean glass plate to form a layer about

}i inch thick by 4 inches square. The pat shall be

of even thickness throughout, and not tapering at the edges. If the mortar is too dry to work well, more water may be added. The pat shall be placed

in a closet for 24 hours. The temperature in the

closet shall be between 65° and 75° F. (18° and 24° C), and there shall be free circulation of air, but

no direct draft striking the pat. The pat shall then

be soaked in water until a film of water stands unabsorbed on the surface of the pat. If the pat

has cracked, the consistency of the mortar was too wet and a new pat must be made. Two or three pats made at the same time from mortars of slightly different consistencies will avoid delays,

353
517.2 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Twenty grams of the sample shall be mixed with

enough water to form a thick cream. This shall be

spread in a thin layer on the surface of the pat. It shall be allowed to stand for 15 minutes to permit

air bubbles to form. It shall be troweled to an even

surface, making this skim coat as thin as possible

without allowing the sand to show through. The

pat shall be put in the closet, under the conditions

specified above, for 24 hours. It shall be examined

carefully to see that there are no cracks or pops. The pat shall be suspended in a vessel partially filled with cold water, in such a way that the water can

boil without touching the pat. The water shall be

birought gradually to boiling and kept boiling gently

for five hours, the pat being surrounded by steam

during this time. The water shall then be permitted

to cool for at least 12 hours. The pat shall then be

removed and examined.

12. Consistency of lime putty shall be measured

as follows: The lime shall be made into a stiff putty with water and permitted to soak overnight. It shall be

molded in a ring such as is used with a Vicat needle,

resting the specimen on a glass plate.

The needle used is a modified form of Vicat needle, 12.5 mm in diameter and weighing 30 g. This may

conveniently be made from a suitable piece of alumi- num tubing. The lower end should be closed with- out shoulders or curvature, and the tube loaded with shot to the specified weight. It is mounted in the Vicat needle stand. The initial reading shall be taken with the bot- tom of the needle in contact with the surface of the sample. The final reading shall be taken 30 seconds

after the plunger is released. A penetration of 20 mm shall be considered standard.

If the penetration is less than standard, the sample

may be removed from the mold, mixed with more

water, and retested. If the penetration is more

than standard, the sample shall be discarded and

a new one prepared.

The ring and the Vicat needle stand are described in the Standard Specifications and Tests for Portland

Cement (serial designation C9) of the American

Society for Testing Materials, 516.11, page 294.

13. Plasticity shall be determined by means of the apparatus shown in Figure 118, facing page 223, as

follows: Three hundred grams of the sample shall be

mixed with enough water to form a thick putty. After aging in a vessel covered with a damp cloth for not

less than 16 nor more than 24 hours this putty shall be adjusted to standard consistency, as defined in section 12, with a permissible variation of ±5 mm. A ring such as is referred to in section 12 shall

~be lubricated with a thin film of water, placed on a

porcelain base plate, filled with the paste and struck

off level. The mold shall be removed by raising it vertically without distorting the paste. The base

plate and paste shall be placed in the instrument

and the carriage turned up by hand until the sur- face of the paste is in contact with the disk and the

distance between the disk and the top of the base

plate is V/t inches. The carriage shall be thrown into gear and the motor started. It is essential that the motor shall be started exactly 120 seconds after the first portion of the paste has been put in the mold. The

time when the first portion of paste is put in the mold shall be recorded as zero time—the motor

is therefore started at two minutes. Care shall be taken to protect the specimen from

drafts during the test. The scale reading shall be recorded every minute

until the test is completed.

The test shall be considered complete when (a) the scale reading reaches 100, (b) any reading is less than the one before, or (c) the scale reading

remains constant for three consecutive readings

(two minutes) and the specimen has visibly rup- tured or broken loose from the base plate.

The time and the scale reading at the end of the experiment shall be noted. The plasticity figure

shall be calculated from the formula P=-V/F2 +(107T) 2

, in which P is the plasticity figure, F is the scale reading at the end of the experiment, and T is the time in minutes from when the first portion of paste was put in the mold to the end of the exper- iment. After each test the porcelain base plate shall be

washed with hot water, treated with dilute hydrochloric acid to remove any lime from the surface pores , washed again with water to remove the acid, dried by heating above 100° C, and cooled to room

temperature before it is used again.

SAMPLING, INSPECTION, REJECTION, ETC.

14. The sampling, retesting, packing, and marking

shall be conducted in accordance with serial desig- nation C50 of the American Society for Testing

Materials. (See 517.0, p. 347.) American Society for Testing Materials, standard

methods of chemical analysis of limestone, quicklime, and hydrated lime, serial designation C25-29,

1929.

Note.—Bulletin 700, United States Geological Survey, should be

used as a reference book in connection with these methods, especially when very exact and detailed analyses are desired. Blank deter- minations should be made on all reagents, and corrections applied when called for. TREATMENT OF SAMPLE

The sample, taken and prepared in accordance

with the requirements of the particular specifi- cations of the society applicable to the material

shall be treated as follows: Weigh out approximately 0.5 g of the substance

(note 1) and, if a limestone or hydrated lime, ignite

in a covered platinum crucible in an electric muffle

(note 2) for 15 minutes, or longer if the heat is not powerful enough to effect complete decomposition

within that time. Transfer to an evaporating dish, preferably of platinum (note 3) for the sake of celerity in evaporation, mix to a thin slurry with

distilled water, add 5 to 10 cc of HC1 (sp. gr. 1.20) and digest with aid of gentle heat and agitation

until solution is complete. Solution may be aided

and the time shortened by light pressure with the

flattened end of a glass rod upon resistant lumps.

Then evaporate the solution to dryness, so far as

this may be possible on the water bath. DETERMINATION OF SILICA AND INSOLUBLE

MATTER, INCLUDING SILICA

When dry, or nearly so, place the dish and its contents in an air bath or (covered) on a platinum

triangle resting on a hot plate and, if it is a high

calcium limestone that is under treatment, heat for one hour at 200° C; if a high magnesian stone

is under treatment the temperature should not

exceed 120° C. Drench the cooled mass with

HC1 (sp. gr. 1.20) and allow to stand for a few

minutes. Add an equal volume of water, cover

the dish and place on the water bath for 10 minutes

(note 4). Separate the silica by filtration on a

filter of suitable size. Wash thoroughly with

dilute HC1 and then wash twice with cold water. Evaporate the filtrate to dryness. Extract the

residue with HC1 as before, but allowing only a few minutes time. Filter this solution through a

second and smaller paper.

Transfer, wet, the papers containing the separated

residue to a weighed platinum crucible. Char

354
STONE, SAND, AND CEMENTITIOUS MATERIALS 517.2

carefully without allowing the paper to inflame,

and ignite to constant weight in an electric muffle,

and weigh (note 2) . The increase in weight represents the insoluble and siliceous matter and is reported as insoluble matter, including silica. Silica.—To determine the amount of silica (5102 ) , treat the "insoluble matter, including

silica," in the crucible with 5 cc of water, 5 cc of HF and one or two drops of H2 S04,62 and evaporate

to dryness. Heat the residue for two or three minutes in an electric muffle and again weigh.

The difference between this weight and that pre- viously obtained gives the weight of "silica" (5103 ) (note 5). If the silica is determined by volatilization with

HF, the residue in the crucible is fused with a little Na2 C03 (note 6) , and the cooled melt is dissolved in diluted HC1 and the solution added to the filtrate from the second evaporation for "insoluble matter,

including silica." If the "insoluble matter, includ- ing silica," is reported as such and no HF treatment

is given, the "insoluble matter, including silica,"

is not fused or further treated. Insoluble matter, excluding silica.—The difference between the weight of "insoluble matter, including

silica," and "silica" represents the "insoluble matter, exclusive of silica." DETERMINATION" OF TOTAL IRON AND ALUMINUM

To the HC1 solution from the determination of

silica add a few drops of bromine water or HN03 and

boil the solution until all trace of bromine or

chlorine is gone. Then add HC1, if not already

present, sufficient to insure a total volume of 10 to 15 cc of HC1 (sp. gr. 1.20).68 Add a few drops of methyl red solution and after diluting to 200 to 250

cc heat the liquid to boiling. Neutralize by means

of NH4 OH (dilute toward the end) until the color of the liquid changes to a distinct yellow. Boil for one

or two minutes, allow to settle, filter and wash the

precipitate at once two or three times with hot

NH4 C1 (2 per cent) solution and suck dry.04 Set the filtrate aside. Dissolve any precipitate

from the paper in hot, dilute HC1, the solution passing into the beaker in which the precipitation was made and wash the paper thoroughly with hot

water. Boil the solution to expel any trace of chlorine and again precipitate the hydroxides with

NH4 OH as described above. Ignite the precipitate,

moist (note 2), in a weighed platinum crucible, cool and weigh as A12 3 and Fe2 3 (note 7). DETERMINATION OF TOTAL IRON

Fuse the combined iron and aluminum oxides

(note 8) in a platinum crucible at a very low temperature with 3 to 4 g of K2 S2 7 or better Na2 S2 07

(note 9). Take up the melt with so much dilute

fi2 S04 that there shall be not less than 5 g absolute

acid and enough water to effect solution on heating.

Evaporate the solution and eventually heat until acid fumes come off copiously. After cooling and

redissolving in water, filter out the small amount of

silica, wash, ignite, weigh, and correct by HF and

H2 S04 (note 10) . Add the weight so corrected to the weight of silica previously found and deduct from

the gross weight of the oxides of iron and aluminum.

Reduce the filtrate by zinc (note 11). Titrate with KMnOj using a iV/20 solution.

62 See Bulletin 700, United States Geologicol Survey, p. 103. « See Bulletin 700, U.S. Geological Survey, p. 258. « See Bulletin 700, U. S. Geological Survey, p. 107.

DETERMINATION OF ALUMINUM

Subtract the calculated weight of Fe2 3 obtained

by the method described above from the weight of Fe203 +Al2 3 . Report the remainder as A12 3 . In

case phosphorus is determined, calculate it to P2 0&

and deduct also. DETERMINATION OF TOTAL IRON

ALTERNATIVE METHOD (Note 8) Dissolve 2 to 5 g (depending upon the amount of

iron present) of the properly prepared sample in HC1 and evaporate rapidly to dryness. Treat the

residue with water and HC1, filter off the silica and

wash several times with hot water. Precipitate the

iron in a boiling solution with fixed alkali, allow to

settle, filter, and wash free of chlorides, using hot

water. Dissolve in dilute H2 S04 . Ignite the insoluble matter from the evaporated1 hydrochloric acid solution in a platinum crucible. Treat with H2 S04 and HF and heat until fumes of H2SO4 appear. Bring the residue into solution with

the addition of a few drops more of H2 S04 and combine the solution with that of the bulk of the iron. Reduce this solution by zinc and titrate the iron, with KMnC>4 in the usual manner. DETERMINATION OF CALCIUM

(a) GRAVIMETRIC METHOD (Note 12) Add a few drops of NH4 OH to the combined fil- trate from the R2 3 precipitate, and bring the solu- tion to boiling. To the boiling solution add 35 cc of a saturated solution of (NH4 ) 2 C204, and continue

the boiling until the precipitated CaC2 04 assumes a

granular form; then allow it to stand 20 minutes, or

until the precipitate has settled and the supernatent

liquid is clear, filter and wash thoroughly with boil- ing water (note 13). Place the wet filter and precipitate in a platinum crucible, and burn off the paper over the small flame of a Bunsen burner, or

in a muffle. Ignite the residue, dissolve in hot

dilute HC1, and make up the volume of the solution

to 100 cc with water. Add NH4 OH in slight excess and boil the liquid. If a small amount of Al2 (OH)&

separates, filter it out, wash with NH4 C1 (2 per

cent solution), ignite, weigh, and add this weight

to that found in the first determination. Then

reprecipitate the lime by (NH4) 2 C2 4 , allow to stand

until settled, filter, wash thoroughly with boiling water (note 13), and weigh as calcium oxide after

ignition to constant weight in a covered platinum

crucible.

(b) VOLUMETRIC METHOD (Note 14) Make the filtrate from the iron and alumina precipitate alkaline with NH4 OH, boil, and add 35 ce

of a boiling saturated solution of (NH4) 2 C2 4 . Stir vigorously and allow to stand until the precipitate has settled, filter on an 11 cm paper, and

wash ten times with hot water (note 15). Transfer

the paper and precipitate to the beaker in which the

precipitation was made, spreading the paper out

against the upper portion of the beaker. Wash the

precipitate from the paper with a jet of hot water,

fold the paper, and leave it adhering to the upper

portion of the beaker. Add to the contents of the

beaker 50 cc of dilute H2 S04 (1:10), dilute to a, volume of 250 cc with hot water and heat to a* temperature of 80° to 90° C. Titrate with the

standard KMn04 solution 65 until the pink end

point is obtained. Now drop the folded filter paper

85 See directions for preparing this solution.

355
517.2 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

(which has been adhering to the side of the beaker)

into the liquid; the pink color of the latter will be

discharged. Finish the titration by adding KMn04 , a drop at a time, until the pink end point is again

obtained. A Gooch crucible may be used instead

of filter paper. From the total quantity of stand- ard KMnO( solution used, calculate the percentage

of calcium oxide. DETERMINATION OF STRONTIUM

Transfer the weighed oxides obtained in the gravimetric determination of calcium to a small flask of 20 cc capacity and dissolve in HNO3. Evaporate

to dryness and heat at 150° to 160° C. Treat the thoroughly dried nitrates with as little (rarely over

2 cc) of a mixture of equal parts of absolute alcohol and ether as may be needed to dissolve the calcium

salt, solution being hastened by occasional gentle

agitation. After standing over night in the coiked

flask collect the insoluble matter on the smallest

Figure 119.Bottle for determination of

superficial moisture

possible filter and wash with more of the above mixture of alcohol and ether. After drying, pass a few

cubic centimeters of hot water through the filter, on

which may remain a few tenths of a milligram of residue, which does not usually contain any lime or other alkaline earth and whose weight is therefore to be deducted from that of the lime, unless it can

be shown that it is derived from the glass of the

little flask in which the nitrates of calcium and

strontium were evaporated. To the solution of strontium nitrate in a small beaker add a few drops

of H2SO4 and then its volume of alcohol, whereby

the strontium is precipitated as sulphate. After 12

hours, filter on a small filter paper and wash the

residue with 50 per cent alcohol. Ignite at a low

temperature, moisten with dilute H2SO4, evaporate

again ignite and weigh as strontium sulphate. Test the sulphate spectroscopically as to freedom

from calcium and barium.

Calculate the weight of strontium oxide and

deduct from the weight of calcium oxide obtained

as above.

DETERMINATION OF MAGNESIUM

Acidify the combined filtrates from the calcium

precipitates with HC1 and concentrate on the water bath to about 150 cc, and heat to boiling. To the

boiling solution add 10 cc of a saturated solution of Na (NH4 ) HPO4 and continue the boiling for several minutes. Then cool to room temperature, and add

NH4OH drop by drop with constant stirring until the crystallin ammonium-magnesium orthophosphate begins to form and then in moderate excess, the stirring being continued for several minutes.

Allow the liquid to stand in a cool atmosphere for from 12 to 48 hours (note 16) and filter. Dissolve the precipate in hot dilute HC1, make up

the solution with water to about 100 cc add 1 cc of the saturated solution of Na (NH4) HPO4 and

NH4OH drop by drop with constant stirring until the precipitate is again formed as above described and the ammonia is present in moderate excess. Then allow it to stand in a cool atmosphere for from

12 to 48 hours (note 16) filter on paper or a Gooch

crucible, wash with dilute NH4OH containing

NH4NO3 (note 17), ignite (note 2), cool, and weigh

as Mg2 P2 7 (note 18). DETERMINATION OF TOTAI VOLATILE MATTER

(LOSS ON IGNITION) Place 1 g of the properly prepared sample (note

19) in a weighed platinum crucible, cover with the

lid and heat gently for five minutes (note 2), gradually increasing the temperature to the maximum

of the muffle, and maintain at this temperature until constant weight is obtained (usually about 15 minutes)

.

DETERMINATION OF MECHANICAL MOISTURE

Limestone.—Weigh 1 g of the properly prepared

sample in a tared, wide, low-form, flat-bottomed weighing bottle. Heat, uncovered, in a ventilated drying oven at 120° C. for two hours. Quickly

stopper and cool in a desiccator. Lift the stopper

momentarily just before weighing and weigh. The

use of a similar weighing bottle as a counterpoise

carried through all of the operations is a desirable procedure. The loss in weight represents "mechanical moisture" or "hydroscopic water" at 120° C. Hydrated lime.—Mechanical moisture in hydrated

limes is to be determined by aspirating over the sample in a closed container at 120° C. a slow stream

of dry, C02-free air. The container for the sample

is to be equipped with two interchangeable stoppers, one to be used during weighings and the other to be

used during the drying. The second stopper is equipped with two entry tubes for conducting the

air stream over the sample. (Note 20.) (See fig. 119.) The container is connected in a train, having

before it a soda-lime tower, a limewater bottle, a

sulphuric-acid bottle, and a phosphoric anhydride

bulb, in the order named, and after it another protective phosphoric anhydride bulb. The lime-water

bottle is useful for giving indication of the exhaustion

of the soda lime. The train is placed in position,

with connection for the sample bottle, in a drying oven at 120° C. The manipulations are as follows: Place 2.5 to 3 g

of the properly prepared sample into the previously

weighed bottle and immediately restopper it. A

glazed paper funnel will aid rapid manipulation.

Insert the bottle in the train by quickly exchanging

the stoppers and draw a slow current of dry, CO2-

free air through the apparatus for two hours. Remove the sample bottle from the oven with another

356
STONE, SAND, AND CEMENTITIOUS MATERIALS 517.2

quick exchange of stoppers and set in a desiccator to cool. When cool, remove it to the balance case

for several minutes before weighing it, and just before weighing lift the stopper slightly for an

instant to relieve any vacuum that may exist in the

bottle. The loss in weight of the sample represents

"mechanical moisture" or "hydroscopic water" at 120° C. Use a bottle similar to the one containing the sample as a counterpoise in all weighings.

DETERMINATION OF CARBON DIOXIDE

Carbon dioxide is to be determined upon the properly prepared sample according to the method given

in United States Geological Survey Bulletin No. 700, page 217. An illustration showing the arrangement

of the component parts of the necessary apparatus

is shown on page 218 of that bulletin. With limestone, use a 0.5 g sample; with burned

lime, hydrated lime, etc., use a 5 g sample,

in the former case, at once in the latter, light the burner under the flask and start the flow of water

through the condenser. Keep the flame low, so as

to secure stead}7 but quiet ebullition, and do not

interrupt the air current although it should be

reduced to a slow rate. With much carbon dioxide the rate of absorption is very readily noted by

holding the hand to the soda-lime tubes, which

become hot or warm when absorption is taking

place. Sufficient time having elapsed (note 21), extinguish the flame and increase the air current. When cool, disconnect the soda-lime tubes from the apparatus and allow to stand in the balance case

until two weights taken 30 minutes apart agree

within 0.5 mg. The soda lime for use in this determination must

be porous, not hard and unabsorptive like that sometimes used for the combustion of nitrogenous

organic substances.

Alternative method.—The apparatus illustrated in Figure 120, which is a modification of the usual

Figure 120. -Apparatus for determination of carbon residue

Boil the weighed sample with dilute HC1 in a

small Erlenmeyer flask attached to an upwardly

inclined condenser, whence, after passing through a drying system—calcium chloride, anhydrous

copper sulphate to retain hydrogen sulphide from

decomposable sulphides and any HC1 that may

pass over, then calcium chloride again—the carbon

dioxide is caught by absorption tubes filled with

soda lime followed by calcium chloride. Of course, arrangement is made for a current of air free from

CO2 with which to sweep out the apparatus before and after the experiment and for a slow current dur- ing its continuance. The results are very accurate and the determination can be quickly carried out. The manipulations are as follows: Pour hot water upon the powder in the flask fitted with a

separatory funnel and delivery tube; attach this to the condenser and force a current of air free from CO2 through the whole system, except the weighed absorption tubes, until the original air has been displaced, the observation bulbs (con- taining H2SO4 to show the rate of gas flow) being attached directly to the drying system. Then

close the stopcock in the separatory funnel, half

fill the latter with HC1 (1:1), replace the rubber

stopper of the funnel, insert the absorption tubes between the drying system and the observation

bulbs, and allow the acid to flow into the flask, slowly if there is much carbon dioxide, rapidly if there is but little. When effervescence diminishes

form, may be used, if desired. The principle of

its operation is the same as that of the procedure

described above. The apparatus consists of the following:

A tube, A, of decomposition of the sample.

A tube, B, to contain acid. A soda-lime tower is placed ahead of tube B so that air drawn through

the apparatus is free of CO2. A "microdrier," C, containing water, to act as a

condenser and to retain most of the acid volatilized from tube A. A bulb, D, containing mossy zinc to remove the

last traces of HC1.

A "microdrier," E, containing H2SO4 to dry

gases. If the sample evolves H2 S, another microdrier, F, containing cadmium chloride solution, is inserted between bulb D and microdrier E. A bulb, G, containing P2O5 to complete the drying

of the gases. A midvale bulb, H, for absorption of C02 . It is filled as follows: A layer of glass wool extending

above the end of the outlet tube is placed in the bottom and on this a layer of P2O5, about three- eighths inch thick. Immediately on this is placed another layer of glass wool, and the rest of the bulb

is filled with "ascarite," except for a final layer of

glass wool on the top. The manipulations are as follows: Sweep out tubes

C, D, E, F, and G, with a current of C02 -free air. Place in tube B sufficient HC1 (sp. gr. 1.1) to completely decompose the sample, but so regulated in

357
517.2 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

volume that the liquid level in tube A shall not be

above the point P. Connect a soda-lime tower to the top of tube B. With limestone, use an 0.5 g sample; with burned

lime, hydrated lime, etc., use a 3 to 5 g sample.

Introduce rapidly into tube A a weighed amount

(note 1) of properly prepared sample and immediately cover it with COvfree water and attach to the apparatus. Then attach the weighed midvale bulb. Allow the acid from tube B to flow into tube A , the

rate being governed by the rate of evolution of gas. Then gently heat tube A and boil to expel all CO2

(note 21), while drawing a slow current of CC>2-free

air through the apparatus. Continue the air current

for three minutes after removing the flame. Dis- connect the midvale bulb and weigh it after it has come to equilibrium in the balance case. Use a

second midvale bulb as counterpoise in all weighings.

DETERMINATION OF SULFURIC ANHYDRIDE

Place 2 g of the properly prepared sample in a

small, dry beaker and stir it up with 10 cc of cold water until all lumps are broken up and the lighter

particles are in suspension. Add 15 cc of dilute HC1 (1 : 1) and heat until solution is complete.

Filter through a small paper and wash the residue thoroughly with hot water. Dilute the filtrate to 250 cc, heat to boiling, and add 10 cc of a boiling 10 per cent solution of barium chloride drop by drop

with constant stirring. Stir well and allow to stand

overnight. Filter, wash with boiling water, ignite,

and weigh as BaS04 . DETERMINATION OF TOTAL SULPHUR

Weigh 1 g of a properly prepared sample. Add

approximately 0.5 g of sodium carbonate. Mix

thoroughly in a porcelain crucible and heat gently

until sintered. Then ignite for 15 minutes at a temperature of approximately 1,000° C, taking

care to allow access of air to the contents of the

crucible. Cool and place the crucible in a 250 cc beaker and cover with hot water. Add 10 cc of bromine water, then 30 cc of hydrochloric acid

(1:1) and boil until solution is complete and all bromine has been expelled. Remove the crucible, washing it with water. Add a few drops of methyl

red and render the solution alkaline with ammonium

hydroxide (1:1). Boil the solution for one or two

minutes, filter, and wash with hot water. To the

filtrate add 5 cc of hydrochloric acid (1:1), adjust the volume to about 200 cc, bring the solution to

boiling, and while boiling add 10 cc of hot 10 per cent barium chloride solution. Allow to stand overnight.

Filter, wash with hot water, ignite, and weigh as BaS04

. Note.—It is usually desirable to make a fusion in a platinum crucible. However, it has been found that with limestones very high

in impurities, when the fusion is made in a muffle, the damage to platinum ware is considerable. It has been proved that the use of porcelain crucibles introduces no appreciable error. DETERMINATION OF PHOSPHORUS

Dissolve 10 g of the sample in 80 cc of dilute HNO3 (1 :1), filter, and wash the residue with hot

water. Ignite and fuse the residue with a little Na2 C03, cool the melt and add its nitric-acid solution to the main filtrate. (Note 22.) In case the rock is rather argillaceous, mix the powder with half its weight of Na2 C03 and blast strongly. Dissolve the cooled melt in HNO3 and

evaporate to dryn; ss. Take up the dry residue with

dilute HNO3 (1:2), filter, and wash the residue with hot water. Ignite the residue in platinum and

evaporate with HF and HNO3. Finally, evaporate

twice with HNO3 alone to expel all fluorine, dissolve

the lesidue in HN03 and add the solution to the main filtrate. (Note 22.) Oxidize the nitric-acid solution by boiling with 10

cc of 1.5 per cent KMn04 solution until manganese

dioxide is precipitated. Dissolve the oxide by

addition of H2SO3 or a sulphite free from phosphorus

and boil to expel the oxides of nitrogen and sulphur. Neutralize the HN03 with NH4 OH and then add 1 cc

of HNO3 (sp. gr. 1.42) for every 100 cc of solution. Bring the solution to a temperature of 40° C, add

ammonium molybdate solution 66 and shake for 10 minutes. Allow to stand at a tempeiature of not

over 40° C. for 1 to 12 hours. Filter and wash ten times with a 1 per cent KNO3 solution. Return the

precipitate to the precipitating vessel, add a measured excess of 0.1 JV" NaOH and 25 cc of water free from CO2 and shake or stir until the precipitate is dissolved. Dilute to 100 to 200 cc with water free from C02 , add three drops of 0.2 per cent phtnolphthalein solution, and discharge the pink color with

standard acid. Finish the titration by adding

standard alkali until the reappearance of the pink

color. The alkali solution should be free from

carbonate and be standardized against the Bureau

of Standards standard benzoic acid. 07 The ratio of phosphorus to NaOH should be considered as 1 : 23

in calculating results. (Note 23.) DETERMINATION OF MANGANESE

Dissolve 10 g of the sample in 100 cc of dilute HNO3 (1:1), filter, and wash the residue with hot

water. Ignite the residue in platinum, fuse with a

little Na2 C03, and add the nitric-acid solution of the melt to the main filtrate. Dilute the solution to 150 cc and add 0.5 g of sodium bismuthate. (Note 24.) Heat for a few

minutes, or until the pink color has disappeared and

dioxide has precipitated. If manganese dioxide does not precipitate add more bismuthate. Clear the

solution by adding a few drops of a saturated

solution of sodium bisulphite or other suitable reducing agent free from chlorides and boil to expel

all oxides of nitrogen and sulphur. Cool to 15° C,

add an excess of sodium bismuthate, agitate, and let stand for a few minutes. Add 50 cc of 3 per cent HNO3 and filter through asbestos. Wash with 3 per

cent HNO3 until the washings run through colorless. Add a measured excess of a standard FeS04 solution and titrate back with a standard KMn04 solution of which the strength has been determined by means of the Bureau of Standards sodium oxalate. (Note

25.) DETERMINATION OF FERROUS IRON SOLUBLE

IN SULPHURIC ACID

In limestones the presence of carbonaceous matter

renders the exact or even approximate determination of ferrous iron often impossible. Nevertheless, even in its presence acceptable results are sometimes obtainable if there is not much of such matter and if it does not give with acid a colored

solution. Occasionally limestones show films of manganese peroxide, which likewise interferes with

the determination.

(a) In absence of carbonaceous matter.—The powder, one to several grams, is introduced into a stout

flask of about 200 to 250 cc capacity and boiled with

a little water till all air is expelled. While still boiling, dilute H2 S04 is added, a little at a time, till effervescence ceases, and then a further amount.

Calcium sulphate precipitates, but the iron will remain in solution. The flame is then removed and

TM See Blair, The Chemical Analysis of Iron, 8th Ed. p. 92. See J. Am. Chem. Soc, 34, p. 1027; 1912; 35, p. 1309; 1913.

358
STONE, SAND, AND CEMENTTTIOUS MATERIALS 517.2

a stopper tightly inserted, through which passes a

small stopcock funnel. When cool, or nearly so, cold water is poured into the funnel, the cock cautiously opened, and the water drawn into the flask, more water being poured into the funnel as fast as it empties till the solution amounts to 100 to 150 cc. Such precaution to exclude air is hardly necessary in most cases, however, for in presence of H2 S04 the

oxidation of ferrous iron is exceedingly slow. It is ordinarily quite sufficient to equalize the internal and external pressures by opening the cock, removing the stopper, and pouring in cold water. The

flask is then brought under a burette containing

dilute KMn04 solution and the iron titrated without

delay. With a carbonate which is wholly decomposable without the aid of heat solution may be

accomplished in a flask filled with C02 , using cold

acid, whereby the danger of attack of silicates is lessened if these are present. If the preference is for the K2 Cr2 07 method of titration, HC1 may be used

instead of H2 S04 in absence of manganese peroxide. In this case there is, of course, no separation of an

insoluble calcium salt, a fact which renders easier the subsequent determination of the iron in any

insoluble residue the rock may yield. The ferrous

iron thus found is mostly, if not altogether, that

existing as carbonate.68

(6) In presence of carbonaceous matter.—Decomposition is effected in a flask by dilute H2 S04 in an

atmosphere of C02 . With limestones and active

agitation no heat need be used, but with dolomites

it will be necessary. The solution is then quickly

filtered through asbestos (in an atmosphere of C02 if much iron is present), the residue and filter washed

a few times with water, and the filtrate titrated at once with permanganate. If it is colored by organic matter the result may be in error. As above, HQ

and titration by K2 Cr2 07 may be used in absence of manganese peroxide. In either case it is important

to allow the acid to act no longer than is necessary and to filter quickly. A determination of the ferrous

iron in the insoluble matter is usually not worth

attempting because of the admixed organic matter. DETERMINATION OF AVAILABLE LIME IN QUICKLIME AND HYDRATED LIME BY THE MODIFIED

SCAIFE METHOD

"Available lime" in quicklime or hydrated lime is that (or those) constituent (or constituents) which

enters (or enter) into the reaction under the conditions of the specified method or process. The interpretation of results obtained by the

following method shall be restricted by the above

definition. Place 1.4 g of the carefully prepared and finely

ground (passing a No. 100 sieve) lime in a 400 cc beaker, add 200 cc of hot water, cover, heat carefully,

and then boil for three minutes.

Cool, wash down cover, add 2 drops of phenolphthalein, and titrate with normal hydrochloric

acid, adding the acid dropwise as rapidly as possible

and stirring vigorously to avoid local excess of acid. When the pink color disappears in streaks retard the rate of addition of acid somewhat,

but continue until the pink color disappears entirely

and does not reappear for one or two seconds. Note the reading and ignore the return of color. Repeat the test, substituting for the 400 cc beaker a 1-liter graduated flask, carrying a 1-hole stopper fitted with a short glass tube drawn out

to a point. Cool and add dropwise and with

vigorous stirring 5 cc less acid than before. Call the number of cubic centimeters used A. Grind

up any small lumps with a glass rod flattened at

68 If a determination of ferrous iron in the insoluble residue is desired, see U, S. Geological Survey Bulletin 700, p, 265,

one end, dilute to the mark with freshly boiled

distilled water, close the flask with a solid stopper,

mix thoroughly for 4 or 5 minutes, and let settle for 30 minutes.

Pipette a 200 cc portion, add phenolphthalein

and titrate slowly with 0.5 N hydrochloric acid

until the solution remains colorless on standing one minute. Call this additional number of cubic centimeters B. Then the percentage of available C&0=2A+5B.

Notes.—To secure accurate and concordant results it is essential that this method be followed in minute detail. For very accurate work 0.1 N acid may be used in place of the 0.5 N acid prescribed. The calculation then becomes: Available CaO=2.4+B.

Standard acid solutions must be standardized by the National Bureau of Standards benzoic acid No. 48-A through a sodiumhydroxide solution. PREPARATION OF STANDARD SOLUTION OF

POTASSIUM PERMANGANATE

Prepare a solution of potassium permanganate

containing 5.64 g of the pure crystallized salt in each liter. Such a solution will be of such strength

that 1 cc will approximately equal 0.005 g of CaO. (Note 26.) The best and simplest way to prepare such a

solution is to weigh out the required quantity of potassium permanganate and place in a bottle containing the proper volume of water a week or

10 days before the solution is to be standardized. The bottle and its contents must be kept in a dark

place and shaken occasionally for the first three or four days. When ready for standardization siphon

off the solution through a glass siphon into another

bottle, leaving a depth of about 1 inch of solution undisturbed in the original bottle. (Note 27.) Thoroughly mix the solution in the second bottle by shaking and standardize as follows (note 28)

:

Dissolve 0.5 g of Na2 C2 4 (note 29) in a 400 cc beaker with 200 to 250 cc of hot water (80° to 90° C.) and add 10 cc of dilute H2 S04 (1 : 1) to the solution. Titrate at once with the permanganate solution being standardized, stirring vigously and continuously. The permanganate solution must not be

added more rapidly than 10 to 15 cc per minute,

and the last 0.5 to 1 cc must be added dropwise,

with particular care to allow each drop to be fully decolorized before the next is introduced. The

excess of permanganate solution necessary to give the end-point color is determined by running a blank

determination in another beaker containing the same volume of acid and water present in the original

beaker and heated to the same temperature.

(Note 30.) The value of the permanganate solution

in grams of CaO per cubic centimeter of solution may be calculated from the following equations:

5Na2 C2 4+2KMnOi+8H2 S 4 =5Na2 S 4 +

K2SO4+2MnSO4+10CO2+8H2O; 5CaC2 4 +2KMn04 +8H2 SO( =

5CaSO4+K2 SO4+2MnSO4 +10CO2 +8H2 O.

Notes.—1. Due to the rapidity with which quicklime and hydrated limes become contaminated by absorption of water and

carbon dioxide from the air, samples must be protected in tightly stopped containers at all times. Samples for analysis are to be weighed from stoppered weighing bottles, the exact weight of the samples being determined by the difference in weight of the bottles before and after their removal.

2. Ignitions in electric muffles are far superior to flame ignitions.

If an electric muffle is not avaUable, flame ignition and the blast lamp may be used.

3. If a platinum dish is not available, porcelain may be used. A

glass container positively must not be used.

4. Instead of strong acid, that of half strength may be used and the

heating begun at once.

5. For ordinary control work in the plant laboratory this correction may, perhaps, be neglected; the double evaporation must never be

neglected.

6. Fusion with pyrosulphate is to be avoided on account of the sub- sequent introduction of sulfates into the solution.

7. This precipitate may also contain Ti02, P2 06, and Mn304 .

100925°—30 24 359
517.2 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

8. Where the iron is present in small quantities it is rather unsatis- factory to determine it in the ignited oxides from the 0.5 g sample. Under these conditions the alternative method may be used.

9. The pyrosulphates are less troublesome and more effective than

the bisulphates.

10. This correction for impurities should not be made when the

hydrofluoric acid correction of the main silica determination has been

omitted. After two evaporations, 1 to 2 mg of silica are still to be found with the R2O3 precipitate.

11. Zinc will also reduce titanium. If this metal is to be deter- mined and deducted from AI2O3, then EbS must be used for reduction (boiling out the H2S in a stream of CO2 before titration). If titanium is not to be determined, the s'.ight error introduced by its reduction with zinc is so small as to be negligible, except in the most

exact and detailed analyses.

12. The gravimetric method must be employed when a recovery of aluminum is desired or when a determination of strontium is con- templated.

13. Care must be excercised in this washing, as 1,000 cc of boiling water will dissolve over 1 eg of CaC20<.

14. The volumetric method may be used for ordinary control work

In the plant laboratory. It must be borne in mind that in this method all strontium oxide is reported as calcium oxide.

15. Use not more than 125 cc for this washing.

16. The less the amount of magnesium present the longer the precipitate must be allowed to settle.

17. Made bv diluting NH4OH with distilled water until the solu- tion contains per cent NH3 by weight. Three or four drops of HNO3 (sp. gr. 1.42) are then added.

18. When manganese is present in the limestone it will be caught in large part with the magnesium precipitate. (See United States Geological Survey Bulletin 700, p. 134.) In case manganese was not

eliminated before this precipitation, the weighed pyrophosphate must

be dissolved in IINO3, tested for manganese with bismuthate, the manganese determined and deducted as Mn2P207.

19. This determination may be made, if desired, upon the 0.5 g sample ignited for solution in HC1. (See first page of these methods

under "Treatment of sample.")

20. A little bottle of 20 to 30 cc capacity with glass stoppers, as described, ground to fit, is a convenient form of apparatus. (See fig. .119.) 21. Boiling for one minute is usually sufficient.

22. In limestones very low in phosphorus it may be deemed desir- able to concentrate the phosphorus from a considerable weight of sample. In this case proceed as directed by F. Hinden (Zeitschr. Anal. Chemie, 54, p. 214; 1915,) as follows: To the nitric acid solu- tion of the large sample add a few drops of FejCle solution and then NH<OH until the liquid becomes slightly turbid. Then add 0.5 g

of pure precipitated CaC O3 and boil for five minutes. Filter, dissolve the precipitate in dilute HN03, and proceed as above.

23. Titanium and vanadium , which interfere in this determination, should not be encountered in appreciable amounts in this class of material. Instead of the specified alkalimetric titration method, the phos- phorus in the phosphomolybdate may be determined as magnesium

pyrophosphate (United States Geological Survey Bulletin 700, pp.

178-179), or by the reductor method (A. A. Blair, Chemical Analysis

of Iron, 8th ed. pp. 91-92).

24. The persulphate method may be employed if desired.

25. The separation of manganese with the R2O3 precipitate by the use of bromine is not recommended on account of the incompleteness

of the precipitation. Separation of manganese by means of ammo- nium sulphide after the ammonia precipitation is also undesirable on account of the introduction of the reagent and the slimy character

of the precipitate. (See also note 18 concerning the contamination of magnesium pyro- phosphate by manganese pyrophosphate and the need of corrective measures when manganese is present in the material under analysis.)

26. With high-calcium limes more than 50 cc of this solution will probably be required to titrate the liberated oxalic acid. In such

cases the use of a larger burette is to be preferred to increasing the strength of the permanganate solution.

27. The siphon should not extend nearer than 1 inch from the bottom of the original bottle.

28. This solution should be standardized at least once every week.

It will be found more convenient to make a solution as above de- scribed and standardize it every week than to attempt, by boiling and filtering to make a solution which will not change.

29. Sodium oxalate for standardization of potassium permanganate

solution should be purchased from the National Bureau of Standards, Washington, D. C. This material is sold by the Bureau of Standards

as sample No. 40a.

30. When the end point is reached the temperature of the solution should not be below 60° C. American Society for Testing Materials, standard

specifications for quicklime for use in the manufacture of sulphite pulp, serial designation C46-27,

1927.

1. Lime is used in the "milk of lime" or "tank

system" of sulphite-pulp manufacture for making

the cooking liquor. The milk of lime is held in solution or suspension in a series of tanks equipped

with suitable agitators. The sulphur dioxide is forced or drawn through these tanks successively. In some cases the tanks are built on top of each

other in the form of a tower. The contents of the

first tank are drawn off when the liquor has reached a certain strength (3.5 to 6 per cent total S02)and the

contents of the second and third tanks progress to the first and second tanks, respectively. The third tank is again charged with fresh milk of lime. There are other systems of absorption which pro- vide for continuous instead of intermittent operation.

The function of the lime is to furnish the base for the formation of the bisulphites of calcium and

magnesium.

REQUIREMENTS

2. (a) Either calcium or magnesium lime may

be used, but owing to the greater solubility and

reactivity of magnesium bisulphite, high-magnesium lime gives the best results. The ratio MgO to CaO shall be reasonably constant and the lime shall be moderately free from impurities.

(b) The quicklime shall conform to the following

requirements as to chemical composition, all per- centages to be calculated on the basis of the weight

of the sample taken at the point of manufacture: 69

Calcium lime Magnesium

lime

Maxi- mumMini- mum

Maxi- mumMini- mum

Calcium oxide Per cent Per cent 92.5 Per cent Per cent 55.4 Magnesium oxide 2.5 39.6

3.0 Oxides of silicon, iron and alumi3.0

METHODS OF TEST

3. The chemical analysis of the lime shall be

made in accordance with A. S. T. M. C25-27T

(given above).

SAMPLING, INSPECTION, REJECTION, ETC.

4. The sampling, inspection, rejection, retesting,

packing, and marking shall be conducted in accord- ance with A. S. T. M. C50. (See 517.0, p. 347).

American Society for Testing Materials, standard

specifications for hydrated lime for the manufacture

of varnish, serial designation C47-27, 1927.

1. Hydrated lime is used in the manufacture of oleo-resinous varnishes to harden and partially neutralize the rosin. About 8 pounds of hydrated

lime are gradually added to 100 pounds of the melted rosin, and heated for a short period.

REQUIREMENTS

2. (a) The hydrated lime shall be of such a color that no pronounced darkening of the finished varnish

will result. It shall be of such a texture and of such a fineness that all portions of it will rapidly come into intimate contact with the resins so as to enter into the chemical reactions with rapidity.

(b) The lime shall be completely hydrated,70 since a high degree of hydration is important.

60 If it is desired to use the nonvolatile basis the figures given above

should be changed to the following:

Calcium lime Magnesium

lime

Maxi- mumMini- mum

Maxi- mumMini- mum

Calcium oxide Per cent Per cent 94.3 Per cent Per cent 56.5 Magnesium oxide 2.6 40.4

3.1 Oxides of silicon, iron, and aluminum . 3.1

TM A very high calcium lime is preferred. It is especially important

that the iron content be low in order to avoid undesirable color

effects.

360
STONE, SAND, AND CEMENTITIOUS MATERIALS 517.2

(c) Fineness.—Not more than 10 per cent of the hydrated lime shall be retained on a No. 230

(62 micron) sieve.

(d) Reactivity.—The hydrated lime shall con- form to the requirements of the tung-oil heat test as indicated in section 5.

(e) The hydrated lime shall conform to the follow- ing requirements as to chemical composition, cal- culated to the nonvolatile basis:

Per cent Calcium oxide (CaO), minimum.. 94.0 Magnesium oxide (MgO), maximum ___ 3.0 Iron oxide, alumina oxide, and insoluble matter, maximum.._ 3. Iron oxide (FesOs), maximum .4 Carbon dioxide (CO2), maximum:

If sample is taken at place of manufacture 3. If sample is taken at other than place of manufacture 5. METHODS OF TEST

3. The chemical analysis of the lime shall be made

in accordance with A. S. T. M. C25, p. 354.

4. One hundred grams of the sample as received

shall be placed on a No. 230 (62 micron) sieve. (See A. S. T. M. Ell, 500.2, p. 1.) The material shall be washed by means of a stream of water from a

faucet (note 1). Washing shall be continued until the water coming through the sieve is clear. The

residue upon the No. 230 (62 micron) sieve shall be dried to constant weight in an atmosphere free from C02 in a drying oven whose temperature is maintained between 100° and 120° C. (212° and

248° F.). The weight of this residue shall be

calculated as percentage of the original sample. Note 1.—A small piece of rubber tubing attached to a water

faucet will be found convenient. The velocity of the stream of water may be increased by pinching the tube, but the velocity should not be sufficient to cause any danger of splashing the sample over the

sides of the sieve.

5. Fifty grams of raw tung oil 71 shall be placed in a 100 cc beaker and 1 g of hydrated lime stirred in. A cloudy mass will result. Heat shall then be

applied. High-quality hydrated lime will usually

start to react at approximately 80° C. (176° F.), small bubbles rising to the surface. As heating is continued, large flakes of lime tungate will form and

rise to the surface to form a thick white scum and

the oil below will gradually become fairly clear. These changes will usually be completed when a

temperature of 120° C. (248° F.) is reached. The

heating shall be continued until the mass reaches a temperature of 140° C. (284° F.). It shall then be

allowed to cool and the formation of the thick scum

on the surface noted which will, when freed of air, gradually drop to the bottom of the beaker. This scum consists of tung-oil soaps of lime which are quite insoluble in the oil. Addition of rosin will readily effect solution of these soaps. A poor grade of lime will fail to react, the absence

of bubbles or flakes of lime tungate being noticeable. The oil will remain quiescent and cloudy. Only

small amounts of soaps will form on the surface. SAMPLING, INSPECTION, REJECTION, ETC.

6. The sampling, inspection, rejection, retesting,

packing, and marking shall be conducted in accord- ance with A. S. T. M. C50. (See 517.0, p. 347.) American Society for Testing Materials, standard

specifications for quicklime and hydrated lime for use in the cooking of rags for the manufacture of paper, serial designation C45-25, 1925.

1. Rags are cooked for the manufacture of paper

in a digester under steam pressure with lime or with

lime and soda-ash. They are then washed to elimi- nate as much of the noncellulose material as possible.

» Tung oil for this test should conform to the requirements of the

tentative specifica tions for raw tung oil (serial designation D12) of the American Society for Testing Materials.

REQUIREMENTS

2. (a) Either quicklime or hydrated lime may be

used. It shall be clean and free from gritty substances.

(6) The standard quicklime for use in the cooking of rags for the manufacture of paper shall contain 90 per cent of available lime calculated on the

basis of the weight of the sample taken at the point

of manufacture (note).

(c) The standard hydrated lime for use in the cooking of rags for the manufacture of paper shall contain 64.3 per cent of available lime 72 calculated on the basis of the weight of the sample taken at the

point of manufacture (note). METHODS OF TEST

3. The chemical analysis of the lime shall be made

in accordance with A. S. T. M. C25 (given above).

SAMPLING, INSPECTION, REJECTION, ETC.

4. Sampling, inspection, rejection, retesting, packing, and marking shall be conducted in accordance

with A. S. T. M. C50. (See 517.0, p. 347.)

Note.—A standard composition without rejection limits is specified

for the reason that lime of either higher or lower total oxides, available

lime, calcium oxide or calcium hydroxide, than the standard may

safely be used under suitable conditions for the purpose herein specified, depending primarily upon purely economic considerations. In the present state of the art it is believed that the more serviceable type of specification for the product herein specified is that which

defines a reasonable standard rather than one that fixes actual rejec- tion limits. It is generally recognized that, other things being equal, lime meeting this standard is preferable to lime not meeting it, and

lime surpassing the standard should be considered at a premium.

American Society for Testing Materials, standard

specifications for quicklime and hydrated lime for use in the textile industry, serial designation C48-24,

1924.

1. Lime is used in the textile industry for the fol- lowing operations: (a) Liming the kiers, (6) boiling out or scouring, (c) bleaching, (d) mercerizing, and

(e) water softening.

These specifications apply only to the first three

operations in connection with the treatment of the

vegetable fibers—cotton, linen, and jute. (For

specifications for lime for water softening, see A. S. T. M. C53, p. 362, and A. S. T. M. C54, p. 362.)

2. (a) Kier liming consists of applying a coating of whitewash to the inside of the kier and heating with

steam. These two operations are repeated until a

coat of the desired thickness is obtained. The lime

serves to prevent the fibers from being stained by

the iron kier.

(6) The boiling-out process consists of soaking the

fibers in a milk of lime, passing them through

rollers into a kier, covering the fibers with water and

boiling with steam either at atmospheric or higher

pressures. The fibers then pass through a series of washings and treatments with acid and soda ash. The function of the lime is to saponify, hydrolyze

and neutralize whereby it makes possible, in follow- ing operations, the removal of fatty and greasy matters and pectin bodies. The fibers then consist

of practically pure cellulose, the impurities being

coloring matter not decomposed by alkalis.

(c) Lime is used in the bleaching operation for making the "chemic" solution of hypochlorite bath. This bath may be made from bleaching powder or from lime and liquid chlorine. These specifications are limited to the process involving the use of lime and liquid chlorine. The operation consists of making a milk of lime and introducing chlorine under

carefully controlled conditions until the mixture is nearly neutral. The sludge is allowed to settle and

the clear hypochlorite solution is drawn off. After

72 Available lime of 64.3 per cent is equivalent to 85 per cent ot available calcium hydroxidej

361
517.2 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

bleaching, the fibers are scoured and washed, and

then passed on to the soda-ash boil. Lime serves as a carrier of chlorine under conditions whereby the

liberation of nascent oxygen and the resulting oxidation can be controlled in accordance with the

special requirements of textile fibers. Bleaching

decolorizes the fibers by oxidation of the coloring matter. It probably performs several other functions also about which there is not general agreement.

REQUIREMENTS

3. (a) Either quicklime or hydrated lime of fairly

high calcium content may be used. 73 The lime shall be fresh and substantially free from ash, dirt, and

core, and shall be very reactive chemically.

(6) The quicklime or hydrated lime shall conform

to the following requirements as to chemical composition, calculated to the nonvolatile basis:

Per cent Calcium oxide (CaO), minimum 94.0 Magnesium oxide (MgO), maximum 3. Iron and aluminum oxides (Fe2C>3 and AI2O3), maximum 2. Silica (SiO?) and insoluble matter, maximum 2.

5

Carbon dioxide (CO2), maximum:

If sample is taken at place of manufacture

Quicklime 3. Hydrated lime - 5.0

If sample is taken at other than place of manufactureQuicklime 5.0 Hydrated lime 7. METHODS OF TEST

4. The chemical analysis of the lime shall be

made in accordance with A. S. T. M. C25. (See

p. 354.) SAMPLING, INSPECTION, REJECTION, ETC.

5. The sampling, inspection, rejection, retesting,

packing, and marking shall be conducted in accord- ance with A. S. T. M. C50. (See 517.0, p. 347.) American Society for Testing Materials, standard

specifications for quicklime and hydrated lime for the manufacture of silica brick, serial designation

C49-24, 1924.

1. In the manufacture of silica brick, silica, preferably quartzite, is ground in a wet pan until the particles are less than }i inch in size. Milk of lime is then added in quantities varying from 1.5 to 4 per cent CaO and the shapes are molded and dried. When bone-dry they are burned in down-draft kilns until most of the quartzite has been converted into tridymite and christobalite. REQUIREMENTS

2. Either quicklime or hydrated lime may be used.

It shall be substantially free from ash, dirt, and

core. Fineness of hydrate and rapidity of slaking of quicklime are desirable qualities.

(b) The quicklime or hydrated lime shall conform

to the following requirements as to chemical composition, calculated to the nonvolatile basis:

Per cent Calcium oxide (CaO), minimum 92.0 Magnesium oxide (MgO), maximum 3. Combined iron and aluminum oxides (F6203 and AI2O3), maximum 1.5

Silica (Si02) and insoluble matter, maximum 3. Carbon dioxide (CO2), maximum:

If sample is taken at place of manufacture 5. If sample is taken at other than place of manufacture 10.

73 There is a tendency to prefer quicklime for the boiling out and

kier process, and hydrated lime for the mordanting process. Quicklime or hydrated lime which contains iron in a readily soluble form

should be avoided as should also hydrated lime which contains a

considerable amount of unhydrated magnesia.

METHODS OF TEST

3. The chemical analysis of the lime shall be made

in accordance with A. S. T. M. C25. (See p. 354.) SAMPLING, INSPECTION, REJECTION, ETC.

4. The sampling, inspection, rejection, retesting,

packing, and marking shall be conducted in accord- ance with A. S. T. M. C50. (See 517.0, p. 347.) American Society for Testing Materials, standard

specifications for quicklime for use in water treat- ment, serial designation C53-27, 1927.

1. (a) In the treatment of water for public supplies, lime is used alone or with iron sulphate or aluminum sulphate to produce a precipitate which

assists in the clarification of the water and in the removal of the bacteria by filtration. An excess of lime is sometimes used to remove part of the hardness of the water.

(b) Lime and soda ash are used together for softening water.

(c) The lime serves as a chemical reagent in water treatment. The only useful constituent of the lime is the calcium oxide capable of reacting with the other chemicals which are in the water or which are added

to it. Inert material, besides reducing the value in proportion to its amount, also makes more sludge

to be disposed of for a given amount of chemical

action and thus reduces the capacity of the equipment in which it is used. REQUIREMENTS

2. (a) The lime shall be substantially free of core, ash, and dirt, and shall be capable of disintegrating,

in water, into a suspension of finely divided material.

(b) The standard quicklime for use in water treat- ment shall contain 90 per cent of available lime, calculated on the basis of the weight of the sample

taken at the point of manufacture (note). METHODS OF TEST

3. The chemical analysis for available lime shall be made in accordance with A. S. T. M. C25.

(See p. 354.) SAMPLING, INSPECTION, REJECTION, ETC.

4. The sampling, inspection, rejection, retesting,

packing, and marking shall be conducted in accord- ance with A. S. T. M. C50. (See 517.0, p. 347.) Note.—A standard composition without rejection limits is specified for the reason that lime of either higher or lower total oxides, available lime, calcium oxide, or calcium hydroxide, than the standard may safely be used under suitable conditions for the purpose

herein specified depending primarily upon purely economic considerations. In the present state of the art it is believed that the more

serviceable type of specification for the product herein specified

is that which defines a reasonable standard rather than one that

fixes actual rejection limits. It is generally recognized that, other

things being equal, lime meeting this standard is preferable to lime

not meeting it and lime surpassing the standard should be considered

at a premium.

American Society for Testing Materials, standard

specifications for hydrated lime for use in water

treatment, serial designation C54-27, 1927.

1. (a) In the treatment of water for public

supplies, lime is used alone or with iron sulphate or aluminum sulphate to produce a precipitate which

assists in the clarification of the water and in the removal of bacteria by filtration. An excess of lime is sometimes used to remove part of the hardness of the water.

(6) Lime and soda ash are used for softening water.

362
STONE, SAND, AND CEMENTITIO US MATERIALS 517.2

(c) Hydrated lime serves as a chemical reagent

in water treatment. The only useful constituent of the hydrated lime is the calcium hydroxide capable

of reacting with the other chemicals which are in the water or which are added to it. Inert material, besides reducing the value in proportion to its amount, also makes more sludge to be disposed of for a given amount of chemical action and thus

reduces the capacity of the equipment in which it is used. REQUIREMENTS

2. The standard hydrated lime for use in water

treatment shall contain 68.1 per cent of available lime 74 calculated on the basis of the weight of the sample taken at the point of manufacture (note). METHODS OF TESTS

3. The chemical analysis for available lime shall be made in accordance with A. S. T. M. C25. (See

p. 354.) SAMPLING, INSPECTION, REJECTION, ETC.

4. The sampling, inspection, rejection, retesting,

packing, and marking shall be conducted in accord- ance with A. S. T. M. C50. (See 517.0, p. 347.) Note.—Same as for~C53 (given above). Federal Specifications Board, specification No.

249, United States Government master specification for hydrated lime for structural purposes, November

5, 1924. TYPES

1. Hydrated lime sold under this specification

may be of either of two types: M, masons, and

F, finishing.

MATERIAL AND WORKMANSHIP

2. Hydrated lime sold under this specification is a fine white powder produced by the action of water on quicklime. It consists essentially of cal- cium hydroxide naturall}7 associated W"ith more or

less magnesium oxide or hydroxide.

REQUIREMENTS

3. Same as A. S. T. M. serial designation C6,

517.2, page 353. METHOD OF INSPECTION AND TESTS

A. SAMPLING

4. One and one-half per cent of the number of packages (but not less than five packages) shall be sampled. Samples shall be taken by means of a sampling tube not less than one-half inch in diameter, inserted longitudinally in the package and

extending its entire length. The material so col- lected shall be mixed and quartered to 15 pounds.

This shall be divided into three parts of 5 pounds

each, which shall immediately be sealed in air-tight containers. One of these shall be sent to the consignor, one to the consignee, and the third held

for retest in case of dispute.

Sampling shall be conducted as expeditiously as possible in order to avoid undue exposure to the air. Samples shall noc be taken from broken packages.

B. CHEMICAL ANALYSIS

1. Calcium oxide.—Weigh out 0.5 g of the material and transfer to a platinum or porcelain evaporating

dish, mix to a thin slurry with distilled water, add 5

"

s Available lime of 68.1 per cent is equivalent to 90 per cent of calcium hydroxide.

to 10 cc of HQ (sp. gr. 1.20) and digest with gentle heat and agitate until solution is complete. Evaporate this to dryness so far as this may be possible on

the water bath. Heat the dish and its contents on a

hot plate for one hour at 120° C. Drench the cooled mass with HC1 (sp. gr. 1.20) and allow to stand for a few minutes. Add an equal volume of water and

heat on water bath for 10 minutes. Filter. Wash

thoroughly with dilute HC1 and then twice with

cold water. Evaporate the filtrate to drjmess. Extract with HC1 as before bui allowing only a few

minutes time. Filter through a second paper.

Ignite both precipitates to constant weight in a

platinum crucible. Add 5 cc HF and two drops

H2SO4. Evaporate to dryness and ignite for two or three minutes. Fuse the residue with a little Na2 C03 . Dissolve the cooled melt in HCl and add

the solution to the filtrate obtained above. Add a few drops of bromine water 01 nitric acid and boil

until all trace of Br or CI is gone. Then add HCl if necessary to insure the presence of 10 cc of concentrated acid. Add a few drops of methyl red

solution, dilute to 200 cc and boil. Neutralize with

NH4OH (dilute toward the end) until the color of the

liquid changes to a distinct yellow. Boil for one or two minutes, allow to settle, filter, and wash two or

three times with a hot 2 per cent solution of NH4 C1. Suck dry. Dissolve the precipitate by letting hot

dilute HCl run through the paper into the beaker in which the precipitation was made. Wash thor- oughly with hot water. Boil to expel any trace of

CI, and reprecipitate with NH4 OH as described above. Filter, wash two or three times with a hot

2 per cent solution of NH4CI, and combine this

filtrate with the one obtained above. Add a few

drops of NH4OH and boil. Add 35 cc of a saturated

solution of (NH4) 2 C2 04 and continue the boiling

until the precipitate CaC2 04 assumes a granulai form. Allow to stand 20 minutes or until the supernatant

liquid is clear. Filter and w'ash thoroughly with hot

water. Ignite the precipitate in a platinum crucible. Dissolve in hot dilute HCl and make up to 100 cc with w-ater. Add a slight excess of NH4 OH and

boil. If any Al2 (OH) 6 separates out, filter, wash

with 2 per cent NH4 C1 and discard the precipitate. Treat the filtrate with (NH4) 2 C2 4 and proceed as

before. Ignite the precipitate to constant weight in a platinum crucible, and record as calcium oxide. Additional items under "Chemical analysis,"

including tests for magnesium, carbon dioxide and

nonvolatile matter, are in substantial conformance

with tests under corresponding headings in A. S. T. M. serial designation C25. (See p. 354.) This

specification contains additional methods of test

for the material including tests for 1, fineness;

2, soundness; 3, standard consistency; and 4, plasticity. (The procedure followed under these tests

is the same as that under corresponding test headings

in A. S. T. M. serial designation C6, p. 353.) PACKING AND MARKING

A. PACKING

5. Hydrated lime is shipped in cloth bags holding

100 pounds each or paper bags holding 50 pounds

each.

B. MASKING

Each bag shall have legibly marked thereon the

net weight of its contents, the name of the manufacturer, the place of manufacture, the brand (if any)

and some means of identifying the particular contract on which the purchase and shipment were made.

ADDITIONAL INFORMATION

6. There are two kinds of hydrated lime, known to the trade as "masons" and "finishing." Masons

363
517.2 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

hydrate is intended to be used for any structural purpose except the finishing coat of plaster. Finish- ing hydrate is intended for use in the finishing coat of plaster but may be used for any stiuctural purpose. Federal Specifications Board, specification No.

250, United States Government master specification

for quicklime for structural purposes, November 5, 1924 TYPES

1. Quicklime sold under this specification may be

of either of two types: C, calcium; M, magnesium.

MATERIAL AND WORKMANSHIP

2. Quicklime sold under this specification shall be

well burned from a good quality of limestone,

dolomite, or marble.REQUIREMENTS

3. Requirements agree with those for A. S. T. M.

C5 (p. 352), except that for this specification the

quicklime, when tested in accordance with the methods given, shall contain not more than 3 per

cent, by weight, of waste. METHOD OF INSPECTION, TESTS, ETC.

A. SAMPLING

4. In sampling bulk lime, 10 shovelfuls (not less than 100 pounds) shall be selected by an inspector

from different parts of the car. This shall be broken

if necessary so that it will all pass a 1-inch ring. It shall be mixed and quartered to obtain a final sample of 15 pounds. This shall be divided into three equal parts and each part shall be sealed in an air-tight container. In sampling lime in barrels 2 per cent (but not

less than 5) of the barrels shall be opened and

their contents dumped in a pile. This pile shall then be sampled as under "bulk lime." Sampling shall be done as expeditiously as possible

in order to avoid undue exposure of the material

to the air. One of the triplicate samples shall be sent to the consignor, one to the consignee, and the third

shall be held for retest in case of dispute.

Samples shall not be taken from broken packages.

B. CHEMICAL ANALYSIS Test methods and procedure under this heading

are in substantial conformance with tests given in

serial designation C25, American Society for Testing Materials. (See p. 354). The tests caUed for under this specification are as follows:

I. Silica.

II. Iron and aluminum oxides.

III. Calcium oxide. IV. Magnesium oxide. V. Carbon dioxide. VI. Nonvolatile matter. In No. IV (magnesium oxide), to find the weight

of the magnesium oxide, multiply the weight of the Mg2 P2 7 by 0.3621.

Calculations.—The weights in grams of the

oxides, as found above, are multiplied by 200 to reduce them to percentages. The weight of the carbon dioxide in grams is multiplied by 20. All

of these figures must then be divided by the weight

of the nonvolatile matter, as found in the preceding

paragraph, to reduce them to the nonvolatile basis

called for in the table of requirements.

C. WASTE

After the sample for chemical analysis has been

set aside, all of the rest of the sample as received shall

be screened on a No. 3 sieve. Weigh the lime re- tained on the sieve and transfer it to a slaking box. This lime is then slaked by an experienced operator

to produce the maximum quantity of putty, care being taken to avoid "burning" or "drowning"

the lime. Cover the box to prevent evaporation

and let stand 24 hours. Transfer the putty to a

No. 20 sieve, and wash it through the sieve with a stream of water from a hose. This operation

must be completed within 30 minutes. The sieve and the residue contained thereon are then dried

to constant weight in a current of C02 -free air at a

temperature of 110° to 120° C. The dry weight of

this residue is divided by the weight of the lime

slaked, multiplied by 100, and the result reported

as "per cent waste." PACKING AND MARKING

A. PACKING

5. Quicklime may be delivered in bulk if in car- load lots; otherwise it shall be delivered in barrels holding 180 or 280 pounds each.

B. MARKING

Each barrel of lump lime shall be legibly marked

with a description of the contents, the name of the manufacturer, the place of manufacture, the brand

(if any), the net weight of the contents, and some means of identification of the particular contract on which purchase and shipment were made.

Each carload of bulk lime shall carry the above

information on a card conspicuously posted inside the car. Most of the above marking is required by the Federal lime barrel act, Public No. 228, Sixty-fourth

Congress.

518. CONSTRUCTION WORK

518.0 GENERAL ITEMS.

American Society for Municipal Improvements,

standard municipal contract form, 1927. (The above-entitled standard is intended for use

as a guide both as to general order of the subject matter and as to the general intent of its principal

clauses. The three major items within the standard

fall under the headings: (1) Agreement, (2) ap- proximate quantities and unit prices, and (3) general conditions. For use in any particular municipality the stand- ard contract form should be checked over and revised

to conform with local and State laws, and in many

instances its general conditions may properly be

modified in order to cover more completely the out- standing details of the particular project.)

American Society for Testing Materials, standard

method of mechanical analysis of sand or other fine highway material, except fine aggregates used in cement concrete, serial designation D7-27, 1927.

(See 512.12, p. 234.) National Sand and Gravel Association, Bulletin 3, representative specifications for different uses of sand

and gravel, November, 1928. (In this bulletin, representative specifications,

many of which are presented in this volume, and

including specifications for sand and gravel for use

in construction work, have been summarized.)

United States Department of Agriculture, department bulletin No. 1216, 1928, tentative standard

methods of sampling and testing highway materials. (Adopted by the American Association of State Highway Officials and approved by the Secretary of Agriculture, for use in connection with Federal-aid road construction.)

(The above-mentioned bulletin contains 70 methods, of which number 5'8 deal with nonmetallic

364
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.11

minerals. American Society for Testing Materials standard and tentative standard methods have been

incorporated into the bulletin wherever applicable,

in some cases with slight alteration of the A. S. T. M.

presentation. Those of the methods given in the

bulletin which are not duplicated by standards and

methods of other organizations are given in this volume, under decimal classifications corresponding with the subject matter of the individual methods.)

518.1 GRADING FOR ROADS.

518.10 General Items.

American Electric Railway Association, classifica- tion and bearing power of soils, serial No. W201-15,

1915.

Classification

Key Material

Size Screens

From— To— Pass through

Retain on

mm mm

1 Fine gravel 2 1 No. 10— No. 18. 2 Coarse sand 1 .5 No. 18— No. 32. 3 Medium sand „5 .25 No. 32... No. 70. 4 Fine sand .25 .10 No. 70... No. 160. 5 Very fine sand .10 .05 No. 160.. No. 230. 6 Silt... .05 .005

7 Clay .005 .0000

By the number of sieve is meant the number of meshes per lineal inch of wire cloth, woven from

brass wire, having the following diameters for

Diameters

(inches) Sieves Nos. 10 and 18 - 0.0165 Sieve No. 32... 0112 Sieve No. 70 0045 Sieves Nos. 160 and 230... . 0024 The mesh should be regular in spacing, and the

cloth should be mounted on the frame without

twisting.

Bearing power

Material

Quick sands and wet soil Dry earth according to depth below surface Moderately dry clay, confined Dry, stiff clay Sand, confined Sand, compact and cemented

Gravel, cemented Rock

Safe load

in tons per square foot

0.1-

1.0-

2.0- 4.0-

2.0- 4.0-

8.0- 10.0

25. 0-200.

1.0 3.0 4.0

6.0

6.0

.0

American Society for Testing Materials, standard methods of sampling stone, slag, gravel, sand, and

stone block for use as highway materials, including some material survey methods, serial designation

D75-22, 1922. (See 510, p. 184.) 518.11 Roadway.

American Association of State Highway Officials, tentative standard specifications for highway

materials, 1927.

(See 512.15, p. 244.) American Electric Railway Association, specifica- tion for street-railway track construction, 1923. (Prepared jointly with American Society for Municipal Improvements.)

(The above specification, in addition to require- ments for excavation, drainage, rails, rail joints,

bonds, rail fastenings, and ties, includes the fol- lowing :) TYPES OF FOUNDATION

(A) PLAIN BALLAST CONSTRUCTION Where the track is of the "plain ballasted type"

such ballast shall preferably consist of either clean, hard, durable crushed stone, crushed slag, clean

gravel, cinders, or other suitable material. Where

the character of the subsoil is suitable the use of the

natural ballast material encountered in the trench excavation may be permitted for this purpose.

Distribution and rolling.—(a) Ballast shall be

evenly distributed under the ties so that after the

track has been surfaced and the ballast tamped and

compacted it shall have a minimum depth of —

inches. Where practical to do so the ballast should be thoroughly rolled with a roller weighing not less than 10 tons before the ties are placed in the trench.

(6) The best results will be obtained from the

use of a ballast which will provide a maximum

density after tamping, such as the run of the crusher with dust removed.

(B) CONCRETE SLAB SUBBALLAST CONSTRUCTION Where a "concrete slab subballast construction"

is used such concrete shall be laid upon the subgrade

to a depth of — inches. The concrete shall conform

to the A. S. M. I. specifications for concrete for pavement foundation.

Track shall be laid and surfaced on this concrete

slab; the ballast used shall consist of clean, hard,

durable, crushed stone, gravel, slag, or other suitable

material, and shall be thoroughly tamped under the

ties. The size of the ballast should preferably be

run of the crusher up to 1 inch with dust removed.

(C) SOLID CONCRETE CONSTRUCTION The placing of the concrete shall follow immediately after the surfacing and lining of the track, and

the concrete shall be brought to a height of — inches below the top of the rail and shall coincide with the grade established for the top surface of the pavement

base. Concrete below and around ties and rails shall be thoroughly rammed and tamped. Care shall be taken in tamping concrete to see that the surface and line of the track is not disturbed. In no case

shall the ends of the ties be covered by a board while

placing concrete. The concrete shall conform to the A. S. M. I. specifications for concrete for pave- ment foundations.PAVEMENT BASE

A. S. M. I. SPECIFICATIONS TO CONTROL

Except in the case of solid concrete track construction, when the track has been properly lined and

surfaced, the paving base, where type of pavement

requires same, shall be laid. It shall be of concrete which shall conform to the requirements of the American Society for Municipal Improvements for concrete pavement foundation. DEPTH DEPENDS ON PAVEMENT The depth of the concrete paving base shall depend

on the type of paving to be laid, and in no case shall

it extend below 1 inch above the bottom of the tie. RAIL PLASTER

Immediately preceding the laying of the pavement

the space along both sides of girder-rail webs between

the head and underside of the Up and the base shall

365
518.11 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

be filled with a plaster composed of 1 part Portland cement to about 3 parts sand or other suitable material in order to properly support the paving laid next to the rails. A mastic may be substituted for this filler, consisting of asphaltic concrete binder. PAVEMENT

The pavement shall be laid in accordance with

the specifications of the American Society for Municipal Improvements for the type of pavement to be

installed. Where practicable to do so, vehicular

traffic should be kept off the track until the pavingjoint filler has had sufficient time to set thoroughly.

American Society for Municipal Improvements,

specifications for broken stone and gravel roads, 1922.

(See 512.15, p. 245.) American Society for Municipal Improvements,

specifications for street-railway track, 1923. (Pre- pared jointly with American Electric Railway

Engineering Association.)

(Given above.)

National Paving Brick Manufacturers Association,

recommended specifications for grading.

Clearing and grubbing.—All objectionable brush,

stumps, fences, boulders, stone or other material within the limits of or overhanging the highway

shall be removed. All trees, stumps, roots, and

brush shall be cleared and grubbed from the area to be improved in such a manner that in case of a fill no part of them shall be within 18 inches of the

finished surface of the subgrade; or, in the case of an excavation, no part of them shall be within 3 inches of the finished surface of the subgrade.

All stones that are less than 3 inches below the

finished surface of the subgrade shall also be removed.

Grading.—The roadway and approaches to be

improved shall be graded to such lines and cross sec- tions that when rolled the finished surface of the subgrade shall conform to that shown in the plans. Excavation.—All vegetable matter and soft, spongy

earth, muck, or quicksand which will not compact

by rolling shall be removed and replaced with material that can be compacted.

Embankment.—Earth in embankment shall be

applied in layers not exceeding 12 inches in depth

and each layer shall be thoroughly rolled and compacted before successive layers are applied. All vegetable matter and soft, spongy earth, muck,

or quicksand which will not compact by rolling shall be excluded from embankment as provided for in excavation.

Rolling.—The roller used in compacting the sub- grade shall be of the self-propelling . 3-wheel type,

weighing not to exceed 10 tons. Rolling shall con- tinue until the subgrade is thoroughly compacted.

Any depressions in the surface thereof created by

rolling shall be brought to grade by the addition

of suitable material. Rolling shall then be repeated

until the subgrade is of uniform density, with a smooth and even surface. Protection of materials.—No earth from excavation or embankment shall be deposited against or upon any material, brick or stone, sand or gravel

to be used in the pavement. Such materials shall be so placed and protected that they will be unin- jured by travel or by grading operations.

Testing.—Immediately before the artificial foun- dation is laid the surface of the subgrade shall be

tested, and if not found as required it shall be cor- rected to conform to the true grade shown in plans.

518.12 Excavation and Embankment.

American Society for Testing Materials, standard method of test for the determination of moisture

equivalent of subgrade soils in the field, serial designation D220-29, 1929.

1. This method covers the determination of the moisture equivalent of subgrade soils by means

of a field test.

2. The apparatus shall consist of a bowl, a spatula,

and a suitable device for adding water dropwise.

3. A sample weighing approximately 500 g shall be taken from the field, air dried, and the lumps

reduced in size to approximately one-eighth inch,

all rock above this size being removed.

4. (a) The soil sample (prepared as described in

sec. 3) shall be placed in a bowl and water slowly

added from a burette, the water and soil being mixed

by means of a spatula until the soil reaches the

consistency of putty, and so the soil may be compacted with the spatula without any free water

remaining on the surface. The soil shall then be

struck off smooth and a drop of water allowed to

fall on the surface. If this drop is immediately

absorbed by the soil it indicates that the moisture

equivalent has not been reached A small incre- ment of water shall then be added and thoroughly

mixed with the soil. The surface shall again be

struck off smooth and an additional drop allowed

to fall thereon. This process is repeated until, upon the addition of a drop of water, the surface remains moist and has a shiny appearance. By adding small increments of water and by watching the surface of the soil carefully the critical point may readily be determined.

(b) The sample shall then be dried out at a

temperature not exceeding 100° C. and the per- centage of moisture determined on the basis of the dry weight of the sample.

Note.—This test is inaccurate when applied to soils whose moisture equivalent is below 20. The Asphalt Association, specification C-l, for preparation of subgrade (tentative), September 1, 1920. Section 1. General description.—(a) Preparation

of subgrade shall include all clearing and grubbing,

excavations and embankment, installation of under- drainage and replacements, grading, shaping, and

compaction of subgrade materials to produce a

subgrade which shall conform to the grades and

cross sections shown on the plans.

(6) All materials shall conform to the require- ments of these specifications and to the plans. Sec. 2. Clearing and grubbing.—The ground shall be cleared of all dead trees, stumps, brush, weeds,

roots, and other objectionable material within the

limits of the highway, and all trees shall be removed

from within the limits of the roadway and from

slopes as directed before the grading is started. Timber of any value which it may be necessary to cut shall be piled neatly on the abutting property

unless otherwise directed. All branches of trees extending within the roadway limits shall be trimmed

as directed by the engineer, and branches which

hang within 12 feet of the roadway surface shall be

removed, all of which shall be done carefully. All

trees, stumps, etc., removed in the excavation shall be cut off, excavated, and removed to a depth of not

less than 9 inches below the subgrade surface. Where an embankment is to be made not more

than 2}i feet in depth, trees, stumps, roots, etc., shall be cut off flush with the existing ground surface. Where embankments exceeding 2)4 feet are

to be made, trees, stumps, roots, etc., shall be cut

off to within 6 inches of the ground surface. The

contractor shall burn or otherwise dispose of all such trees, stumps, brush, weeds, roots, etc., and

all sod taken from the excavation in a satisfactory manner, and shall remove all rubbish and refuse to such point or points beyond the limits of the roadway

as may be directed. All excavations made below

the subgrade surface by the removal of trees, stumps,

etc., shall be filled with suitable material, which

366
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.20

shall be compacted thoroughly so as to make the

bearing power of the surface at these points conform

to the surrounding subgrade. All slopes of cuts, embankments, ditches, and waterways and all culverts, whether old or new, shall be cleaned and

cleared of obstructions in a satisfactory manner

and shall be left in a neat and trimmed condition. Sec. 3. Roadway excavation.—Roadway excavation shall include the removal and satisfactory dis- posal of ah materials taken from within the limits

of the work contracted for necessary for the construction and preparation of the roadbed, embankment, subgrade, shoulders, slopes, slide ditches,

trenches, waterways, under sections, approaches, etc., as indicated on the plans. All suitable materials removed from the excavation shall be used as far as practicable in the formation of embankment, shoulders, and for replacements as directed by the engineer. All drainage and slides shaU be removed and

disposed of as directed by the engineer. Ditches

and waterways shall be excavated to the depth and

width shown on the plans. Sec. 4. Embankments.—Embankments shah be

formed of suitable subgrade material placed in successive layers of not more than 12 inches in depth

for the fuil width of the cross section and each layer

shall be rolled thoroughly with a 3-wheel powerdriven roller weighing not less than 10 tons. Stumps,

trees, rubbish, sod, or any other unsuitable materials

or substances shall not be placed in the embankment.

When embankments are to be made on a hillside the slope of the original ground on which the embankment is to be placed shall be plowed deeply or cut

into steps before the filling is commenced. Ah such

embankments shall be tamped thoroughly where it is impracticable to use a roller. Sec. 5. Installation of underdrainage.—Underdrainage shall be provided as shown on the plans

and as directed by the engineer and shall be completed and approved by the engineer prior to laying the base. Sec. 6. Replacements.—All soft and yielding material and other portions of the subgrade which will not compact readily when rolled or tamped shall be

removed as directed by the engineer, and shall be

ruled with suitable material. Sec. 7. Grading and shaping.—The subgrade

material shah be graded and shaped by suitable means so that after compaction it will conform to the

grades and cross sections shown on the plans. Sec. 8. Compacting.—After having been shaped

the subgrade shah be thoroughly rolled with a 3- wheel power-driven roller weighing not less than 10 tons until uniformly compacted to a firm even surface. Ah portions of the subgrade which are not

accessible to the roher shah be compacted thoroughly

with hand tampers weighing not less than 50 pounds,

the face of which shall not exceed 100 square inches

in area. Ah soft and yielding material which will not compact readily when rolled or tamped shall be

replaced as specified under section 6. Sec. 9. Protection of subgrade.—Ah ditches and

drains shah be completed to drain the highway

effectively before the placing of any base-course

material. After the subgrade has been rolled it shall be protected from traffic in so far as practicable and

any irregularities resulting from traffic or other causes which develop before the base-course material

is laid shah be remedied by reshaping and rohing the subgrade material at such places. At ah times the subgrade surface shall be kept in such condition that

it will drain readily and correctly.

518.13 Slopes and Shoulders.

American Association of State Highway Officials, standards of practice 1928.

SHOULDERS

Wherever practicable shoulders along the edge of pavements shah have a standard width of not less than 8 feet. American Society for Municipal Improvements,

specifications for broken stone and gravel roads,

1922. (See sec. 32.) See 512.15, page 249. Ashpalt Association, specification C-3, for shoulders, headers, curbs and gutters (tentative), September 1, 1920. See 518.63, page 446. 518.14 Subbases for Roads.

American Society for Municipal Improvements,

specifications for broken stone and gravel roads,

1922. (See sec. 32.) See 512.15, page 249. Asphalt Association, specification C-2, for subbase (tentative), September 1, 1920. (The full text of this specification includes methods

of construction and the following specifications for

materials.)

Section 1. General description.—(a) The sub-base

shall consist of mineral aggregate placed and compacted in excavations made by the removal of unsuitable subgrade materials as shown on the plans

and as directed by the engineer, and shall conform

to the grades and cross sections as shown on the

plans.

(6) Ah materials shall conform to the requirements

of these specifications.

MATERIALS

Section 2. Mineral aggregate.—The mineral aggregate shah consist of approved stone, mine

tailings, slag, or gravel composed of reasonably hard

durable fragments not more than 5 inches in their

largest dimension and free from excess of clay. If the product does not contain sufficient fine material

to fill the voids between the coarser fragments when

compacted, similar material in suitable size and

quantity for this purpose shall also be furnished by

the contractor. National Sand and Gravel Association, Bulletin

3, representative specifications for different uses of sand and gravel, November, 1928.

(In this bulletin representative specifications,

many of which are presented in this volume, and

including specifications for material for subgrade

treatment, have been summarized.)

518.2 FOUNDATION FOR ROADS.

518.20 General Items.

American Association of State Highway Officials, tentative standard specifications for highway

materials, 1927. See 512.15, page 244. American Electric Railway Association, design

of proper foundation for tracks in paved streets (recommended), serial No. W102-23, 1923. For most soils, except very heavy clays, heavy

traffic and heaviest cars up to 35 tons. Note.—The ties, rails, and paving foundation are shown merely

to complete the drawing and should not be considered a part of this recommended design of track foundation. American Society for Testing Materials, tentative

specifications for commercial sizes of broken stone and broken slag for highway construction, serial designation D63-23T, 1923. See 511.71, page 207. Federal Specifications Board, specification No.

465, United States Government master specification

367
518.20 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

for materials for cushion course, brick, stone block, or wood block pavement. (Sand, slag, limestone

screenings, etc.) January 25, 1927. TYPES

The materials covered by this specification shall be supplied in the particular type or types ordered by the purchasing department.

TYPE OF MATERIAL

Sand.

Granulated slag. Slag screenings.

Limestone screenings.

MATERIAL

The materials shall be (a) sand free from lumps

of clay, (b) granulated slag, (c) slag screenings, or (d) limestone screenings.

DETAIL REQUIREMENTS

1. The material shall be well graded from coarse to fine and, when tested by means of laboratory

2. (a) The sand shall be well graded from coarse

to fine and when tested for gradation as to size shall meet the following requirements:

Per cent Total passing V4-ineh screen 100 Total passing No. 10 sieve, not less than 90

(b) These tests shall be made in accordance with

A. S. T. M. D7 (see 512.12, p. 234) with the exception that a M-inch screen conforming to the require- ments given in A. S. T. M. D19 (see 512.10, p. 214)

shall be used in addition to the others specified in method D7.

3. (a) The sand shall be passed through a No. 10

sieve and that portion retained by the No. 10 sieve

shall be discarded. The portion passing a No. 10

sieve shall be mixed with Portland cement con- forming to the requirements of A. S. T. M. C9

(see 516.11, p. 294) in the proportion of 1 part cement

to 3 parts of sand, by weight, according to the standard method of making 1 : 3 mortar briquets.

The resulting mortar at the age of 7 and 28 days

shall have a tensile strength of at least 75 per cent

of that developed in the same time by mortar of the same consistency, made of 1 part of the same cement and 3 parts of Ottawa sand.

Riving omitted *? /Height governed by Paving WMJ.t^'^' vi be ",v - ass feroargg-sgagE

T'fo 9"Concrete 1:3:6

ai 6"Min.. ?*8"x8'0'Tie

.MayextendZ^'^'1^^

I"to 3"above bottoms 4*96%

Loam

of Ties - (Spends on

depth of Paving Base

Tile'

Alternative Drain on <L of Double TrackDrains only in loamy or clay Soils Type B

•For most Soils except i/ery heavy Clays - Heavy Traffic and heaviest Cars up to 25 Tons' Provide Surface Drains Figure 121.

Design of proper foundation for tracks in paved streets

screens and sieves, shall meet the following require- ments:

Per cent Passing No. 20 sieve 20-65 Passing H-inch screen 100

2. It shall meet the following requirement:

Per cent

Silt, loam, clay, etc., removed by decantation, not more than_ 10. METHODS OF SAMPLING AND TESTING

1. Methods of sampling shall be in accordance

with A. S. T. M. standard method D75. (See

510, p. 184.)

2. Tests of the material shall be made in accord- ance with the following methods:

(a) Mechanical analysis, A. S. T. M. D19 (see 512.10, p. 214), using United States standard sieves meeting the requirements of A. S. T. M. Ell (see 500.2, p. 1.) (b) Decantation test A. S. T. M. tentative method D136. (See 512.13, p. 240.) 518.21 Cement Concrete Foundation.

American Society for Testing Materials, standard

specifications for materials for cement mortar bed

for brick, stone block, wood block, asphalt block,

and other block pavements, serial designation

D58-24, 1924. SAND FOR CEMENT MORTAR CUSHION

1. The sand shall consist of clean, hard, durable

stone particles, preferably siliceous, free from

lumps of clay and any objectionable foreign matter.

(6) Preliminary acceptance samples shall be

subjected to both 7 and 28 day mortar tests, and

acceptance based thereon. Samples tested during

the progress of the work will be accepted on the

basis of the 7-day test.

(c) The tests for mortar strength shall be made

in accordance with A. S. T. M. C9. Note.—The Portland cement used in testing the proposed sand

should preferably be that used or to be used in the work.

4. The sand shall be subject to inspection after delivery at the place of use, prior to and during the

laying of the pavement.

5. The sand shall be sampled for testing at the

source of supply, if required. Samples shall also be taken for testing from time to time at the place of use prior to and during the laying of the pavement,

whenever desired by the engineer.

PORTLAND CEMENT FOR CEMENT MORTAR BED

6. Portland cement for use in the cement mortar

cushion shall conform to the requirements of A. S. T. M. C9. Asphalt Association, specification B-5, for Port- land cement concrete base (tentative), September

1, 1920. (The full text of the specification includes methods

of construction and the following specifications for materials.)

Section 1. General description.—(a) The Port- land cement concrete base shall consist of a mixture

of coarse aggregate, fine aggregate, and Portland cement having a finished thickness of 6 inches,

except where otherwise indicated on the plans, and

shall conform to the grades and cross sections shown

368
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.21

on the plans. The base shall include integral curbs

or binders if so shown on the plans, and of the dimensions indicated on the plans.

(6) The materials shall conform to the require- ments of these specifications.

MATERIALS

Same as section 4 of specification C-3 (see 518.63,

p. 446) with exception of (b), which for this specifica- tion is as follows:

(6) When tested by means of laboratory screens the coarse aggregate shall meet the following

requirements

:

Per cent Passing 2H-ineh screen, not less than... 95 Passing lH-inch screen. 25-75 Passing H-inch screen, not more than 5 Sec. 3. Fine aggregate.—Same as section 5 of specification C-3.

Sec. 4. Portland cement.—Requirements same as section 6 of specification C—3. Sec. 5. Water.—Same as section 7, specification C-3.

Sec. 6. Sources of supply.—Same as section 8, specification C—3. Sec. 7. Methods of testing.—Same as section 9, specification C-3.

National Paving Brick Manufacturers' Association,

recommended specifications, reconstructed base

course. WORN CONCRETE PAVEMENTS OR OLD CONCRETE BASES

DESCRIPTION Worn concrete pavements or old concrete base

courses used as the base for brick wearing surfaces

shall be reconstructed, if required, under the follow- ing conditions:

(a) Where existing concrete remaining is inade- quate to meet the requirements of depth as shown on

the plans, such portions shall be removed and re- placed with new concrete to the depth required.

(6) Such portions of existing pavement as have

been destroyed or damaged so as to prevent uniform

support for the wearing surface shall be replaced

with new concrete.

(c) Cracks, or other minor imperfections of the

surface which might impair its value for foundation purposes and make impossible an even bedding

course, shall be cleaned and filled with bituminous

material, cement mortar, or finely crushed slag or stone thoroughly wetted and compacted.

MATERIALS AND MIXING

Materials and mixing for concrete required for replacements shall conform to the specifications for concrete base (see above) except that, where the quantity of concrete to be replaced does not make

machine mixing economical, concrete may be mixed

and placed by hand. The surface of the reconstructed pavement as prepared for laying the brick thereon shall be

reasonably smooth and even. WORN MACADAM OR GRAVEL ROADS

DESCRIPTION Worn macadam or gravel wearing surface used as the base for brick pavements shall be reconstructed by shaping, adding new material, where required,

and by rolling to forma uniformly dense and thor- oughly compacted base.

MATERIALS Broken stone, crushed slag, or gravel used in re- shaping the base shall conform to the specifications

under rolled bases. The existing road surface shall be thoroughly

cleaned of all dust, earth, or refuse. It shall be

brought to required grade, cross section, and condition for laying the brick thereon as foUows:

Where existing surface is broken stone, crushed

slag, or gravel, it shall be scarified, if needed, to obtain a uniformly dense surface for the entire width of the pavement and to a depth sufficient to remove all depressions and irregularities and to permit of uniform reshaping. The existing road

must not be disturbed or scarified below the newly

established grade line. After loosening, the material shall be shaped to conform to grade and cross section as shown in the

plans by the addition of new material if required. ROLLING The reconstructed base shall then be compacted by

rolling to uniform and thorough density and the

addition of screenings or sand not exceeding onefourth inch in maximum size as a binder. During

this operation the road shall be thoroughly wetted

to assist in the compaction of the material. The base shall be brought to the required uniformity and density by a self-propelling roller weighing

not to exceed 10 tons. Rolling shall begin at the

shoulders and continue backward and forward

until the center of the roadway is reached. Depressions developing during rolling shall be brought

to the required surface by the addition of material

and rerolling. Rolling shall continue until the base

is firmly consolidated and shows no tendency to

creep in front of the roller. During the rolling the

surface of the base shall be swept with stiff wire or

rattan brooms so that all fine material shall enter

the interstices of the base. TESTING Where the existing surface overlies a Telford or other large stone base, projecting stones, if any,

shall be napped off to a uniform elevation. All depressions or irregularities shall be brought to the

required grade and cross section by the addition of new material, if required, and by rolling. National Paving Brick Manufacturers' Association,

recommended specifications, artificial bases, cement

concrete. MATERIALS

Concrete shall be composed of Portland cement and of fine and coarse aggregate in the form of

:

(a) Fine aggregate.—Sand, stone, or slag screenings.

(b) Coarse aggregate.—Broken stone, gravel, or crushed slag.

(c) Combined aggregate.—Bank-run gravel or crusher-run stone. PORTLAND CEMENT

Portland cement shall conform to the definition and meet the requirements of A. S. T. M. C9. (See

516.11, p. 294.) FINE AGGREGATE

Fine aggregate shall consist of clean sand or

screenings from hard durable rock, gravel, or slag,

all of which shall be uniformly graded and which

will pass through a %-inch sieve. Fine aggregate shall be free from soft friable material, shale, or slate, vegetable or other organic

matter. It shall not contain clay or silt in excess

of 5 per cent by weight.

369
518.21 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

COARSE AGGREGATE

Coarse aggregate shall consist of broken stone,

gravel, or crushed slag.

(a) Broken stone.—Broken stone used as the

coarse aggregate shall be reasonably sound. It shall be uniformly graded in sizes between a maximum of what will pass a l}^-inch and a minimum that will be retained on a J4-inch circular opening in a

revolving screen. It shall be reasonably clean and

free from dust.

(b) Gravel.—Gravel used as the coarse aggregate

shall be composed of reasonably sound stone uniformly graded in sizes between a maximum of what will pass through 1%-inch and a minimum that

will be retained on a }4-inch circular opening in a

revolving screen. It shall be clean and free from

soft, friable material, vegetable or other organic

matter.

(c) Crushed slag.—Crushed slag used as the coarse aggregate shall be hard and sound. It shall weigh

not less than 1,800 pounds per cubic yard. It shall meet the requirements of stone and gravel for sizes. Slag shall be reasonably clean and free from dust. COMBINED AGGREGATE

Combined aggregate shall be of a character and

quality that the separate ingredients shall meet the requirements for coarse and fine aggregate as above

specified when separated, provided:

(a) That run-of-bank gravel may be used containing not more than 70 nor less than 50 per cent by

volume of fine aggregate.

(b) That run-of-crusher stone may be used containing not more than 70 nor less than 50 per cent by volume of fine aggregate.

WATER

Water shall be clean, free from oils, acids, alkalies, and vegetable matter. PROPORTIONS

Cement, fine and coarse aggregate, shall be mixed

in the proportions of 1 part cement, 3 parts of fine aggregate, and 6 parts coarse aggregate. If combined aggregate is used then the proportions shall be

1 part cement to 7 parts combined aggregate.

The full text of the specification includes require- ments for mixing, depth, forms, depositing concrete, retempering, and protection. National Slag Association, recommended specifi- cations for slag to be used in highways and highway

structures, 1927. See 512.2, page 256. 518.22 Telford Foundation.

American Association of State Highway Officials, tentative standard specifications for highway

materials, 1927. No. 1 stone for Telford base course and recon- structed base course. See 512.15, page 244. Asphalt Association, specification B-4, for Telford base (tentative), September 1, 1920. (The full text of the specification includes methods

of construction and the following specifications for materials:)

Section 1. General description.—(a) The Telford base shall consist of a single course of large stones wedged in place by the addition of small stones, constructed upon the prepared subgrade and having

the dimensions and cross sections shown on the plans.

(6) The materials shall be in accordance with

these specifications.

MATERIALS

Sec. 2. Stones.—(a) The stones shall consist of approved, sound, tough, durable rock, free from clay,

loam, or other foreign substance.

(b) Large stone shall be approximately rectan- gular in section and have a depth of about 8 inches

after napping, a width of from 2 to 6 inches and a

length of from 6 to 12 inches.

(c) Small stone shall be of suitable size for wedging

between the coarse stone as laid. 518.23 Macadam Foundation.

American Society for Municipal Improvements,

standard specifications for subgrade and foundations

for pavements, 1928. (This specification includes directions for laying a new macadam foundation and directions for

utilizing an old macadam foundation.) See 518.24, page 371. Asphalt Association, specification B-2, for mac- adam base (tentative), September 1, 1920. (The full text of the specification includes methods

of construction and the following specifications for

materials.)

Section 1. General description.—(a) The macadam

base shall consist of two courses of mineral aggregate, each course composed of coarse aggregate and screenings and having a compacted thickness of not less than 3 inches. The two courses shall form a foundation having a compacted thickness of not less than

6 inches and shall conform to the grades and cross sections shown on the plans.

(6) The materials shall conform to the require- ments of these specifications.

MATERIALS

Sec. 2. Mineral aggregate.—(a) The mineral

aggregate shall consist of broken stone, mine tailings, or slag. It shall be of reasonably uniform quality

throughout and free from an excess of fiat or elon- gated pieces. Rock or mine tailings from which it

is produced shall have a per cent of wear of not more

than 8. Slag from which it is produced shall have

a per cent of wear of not more than 12 and for each

size specified shall weigh not less than 65 pounds per

cubic foot.

(&) When tested by means of laboratory screens the coarse aggregate and screenings shall meet,

respectively, the following requirements and be

uniformly graded between the limits given:

Size (in inches) Name

Per cent passing screen

inches inches 5i inch J^inch inch.

2Y2 to 3)4-

to %—-

or Oto 14— -

Coarse aggregate.

| Screenings

95- 100 0-15

95-100 40-80

{::::::: 95-100 40-80

Sec. 3. Sources of supply.—Approval of sources

of supply of mineral aggregate under these specifi- cations shall be obtained from the engineer prior to delivery of material, and samples shall be submitted

as directed by the engineer. Sec. 4. Methods of testing.—Methods of testing

shall be as follows:

(a) Per cent of wear, A. S. T. M. D2. (See 510,

p. 182.) When testing slag 4,000 cc loose measure of the size specified in the standard test shall be used.

(b) Weight per cubic foot of broken slag, A. S. T. M. standard method C20. (See 534.10, p. 572.)

370
STONE, SAXD, AND CEMENTITIOUS MATERIALS 518.24

(c) Screen tests, A. S. T. M. standard method

DlS. (See 512.15, p. 250.) Asphalt Association, specification B-3, for reconstruction of old macadam to serve as base course

(tentative), September 1, 1920. (The full text of the specification includes methods

of construction and the following specifications for

materials.)

Section 1. General description.—(a) The base

course shall consist of an existing stone or slag road

to which, after scarifying, there shall be added a mineral aggregate composed of coarse aggregate

and screenings compacted so as to form a base

course having a total thickness of not less than 6

inches, and conforming to the grades and cross sections shown on the plans.

(6) The materials and methods of construction

shall conform to the requirements of these specifications. MATERIALS

Same as specification B-2 (above).

Asphalt Association, specification B-7, for as- phalt macadam base (penetration method), May 1, 1927. See 518.27, page 374. National Paving Brick Manufacturers' Association, recommended specifications, reconstructed base course. WORN MACADAM OR GRAVEL ROADS

See 518.21, page 369. National Slag Association, recommended specifi- cations for slag to be used in highways and highway

structures, 1927. See 512.2, page 256. (Includes specification for' slag for water-bound

macadam base course). 518.24 Broken Stone Foundation.

American Association of State Highway Officials, tentative standard specifications for highway materials, 1927. See 512.15, page 244. American Society for Municipal Improvements,

specifications for broken stone and gravel roads, 1922. See 512.15, page 245. American Society for Municipal Improvements,

standard specifications for subgrades and foundations for pavements, 1928. BROKEN STONE FOUNDATIONS FOR PAVEMENTS

Subgrade.—In the case of the construction of new

broken stone foundations for pavements the sub- grade shall be prepared by cutting or filling as may

be required to produce a surface parallel with the

finished grade of the wearing surface and a depth

below the finished grade to the specified thickness of the foundation and paving material. After rough grading has been completed, the sur- face of the subgrade shall be brought to the required

grade and cross section and rolled with a power roller weighing not less than 12 tons, until the surface

thereof is unyielding. If required by the engineer, the subgrade shall be drenched with water before

rolling. Depressions or ruts occuring from any

cause shall be brought to grade with good earth and

thoroughly rolled as above specified. Any portions

of the subgrade which are inaccessible to the roller shall be thoroughly tamped with tampers weighing

not less than 40 pounds, and having a face which

shall not exceed 80 square inches in area. All soft, spongy, and unyielding spots and all perishable matter shall be entirely removed and the space filled with suitable matter.

Whenever clay, adobe, or soils of similar character

are encountered, they shall be excavated to a depth

of at least 2 inches below the established grade of the subbase. There shall then be provided a layer

of coarse gravel, sharp sand, or other suitable material,

which will afford proper drainage. This material

will be brought to the established subgrade and

properly shaped and rolled. Subdrainage.—When,'\in the opinion of the engineer, the soil is of such a character that it retains an excessive amount of moisture, such as clay subject to

swelling or heaving under the action of frost, or sands similar to quicksand that do not afford a

ready natural drainage, subdrains shall be provided

and constructed as directed by the engineer.

New macadam foundation.—After the subgrade

has been properly prepared, there shall be spread a

layer of clean, broken trap rock or other suitable

stone, which shall pass a 3-inch ring and be retained on a 2-inch ring, said stone to be spread in a uniform

layer and shall have a depth, after final compression,

of 6 inches. On this course of stone there shall be spread in uniform layers about 1 inch in thickness, screenings

or sand, or a mixture thereof, acceptable to the engineer, which shall be swept into the interstices, and

this operation shall continue until said interstices are completely filled. During the spreading of this binder the rolling shall continue until the foundation

is thoroughly filled and solidly compacted to the

satisfaction of the engineer.

This binder shall not be applied in such quantity

as to cover or form a coating over the top of the

stone foundation. Any surplus binder which shall remain over the surface of this foundation shall be

removed before the surface pavement or any second

course of stone is laid. Bank gravel or sand may be used for filling the

interstices when same is approved by the engineer. Old macadam foundation.—The surface shall be

thoroughly swept and cleaned of all fine material

that may be caked upon the surface of the stone or

lying loose as dust, thereby exposing the clean, coarse stone for the reception of bituminous concrete.

If the old macadam does not present the desired

coarse, grainy surface, or is not at proper and satis- factory grade after cleaning, it shall be spiked up

and redressed to the desired crown and grade, the

coarse stone being brought to the top by harrowing

or otherwise, or new stone added when, in the opinion

of the engineer in charge, it is needed to give the

necessary thickness or character of surface. It shall then be thoroughly rolled with the use of water as may be required. In the case of bituminous pavements a layer about

one stone deep of new, clean stone, averaging

inches in size, shall be spread over the surface

after redressing and rolling the old macadam and

finally rolled until firmly set in place without the

application of water. This is intended to form a

coarse, grainy surface of fresh, clean stone which will bond with the bituminous paving material.

SPECIFICATION FOR ASPHALTIC BASE

ASPHAITIC CONCRETE TYPE (Same as Asphalt Association, specification B-8,

for asphalt concrete base (see 518.27, p. 374), with

the following variations:)

1. Rock or mine tailings from which the coarse aggregate is produced shall have a per cent of wear

of not more than 5.

2. Laboratory screens for the coarse aggregate

shall be 2^ inch, 1% inch, and >iinch. The screentest percentages are identical with B-8.

371
518.24 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

3. Asphalt cement, in addition to the require- ments of B-8, shall have a specific gravity at 25° C./25° C. of not less than 1.000. SPECIFICATION FOR TAR-BOUND BASE, EOT

PENETRATION TYPE

Drainage.—The roadbed shall be perfectly drained. Side drains, cross drains, and V drains shall be

provided as shown on engineer's plan, where

required by local conditions.

Roller.—The roller used shall be a power roller of a type suitable for macadam road construction and

shall weigh 10 to 15 tons. Subgrade.—In the case of the construction of new

broken-stone foundations for pavements the sub- grade shall be prepared by cutting or filling as may

be required to produce a surface parallel with the

finished grade of the wearing surface and a depth

below the finished grade equal to the specified thickness of the foundation and paving material.

Stone.—The stone shall be of best quality crushed

rock (or other approved road material) free from

dust, loam, or clay. Base course.—The lower course shall consist of crushed stone which shall pass a 3^-inch ring and

be retained on a 2J4-inch ring, spread to a finished depth of inches, but inches below the

finished grade. The course shall be filled thoroughly

with clean sand, gravel, stone screenings, or similar

filler approved by the engineer, and rolled until smooth and firm. No filler shall be left on the

surface. Waterproofing course.—The waterproofing course

shall be placed on the base and shall consist of a

Layer of crushed stone which shall pass a 2)4-inch

ring and be retained on a 1%-inch ring, spread to a

finished depth of not less than 2}{ inches. (See

note.) This course shall not be filled, but shall be keyed thoroughly together by rolling. The surface

shall be left smooth and of even texture, clean, and

free from dirt, clay, stone dust, or other material which will prevent the easy penetration of the

refined tar. Note.—This size stone is best for trap rock or hard rock which

does not break under the roller. If limestone or other soft rock is used, a larger size stone may be used to advantage. First coat of refined tar.—Refined tar, as hereinafter specified, heated to a temperature of not less than 200° F. and not more than 275° F., shall be

spread uniformly over the surface when dry to the amount of not less than one and seven-tenths gallons, nor more than one and eight-tenths gallons to the square yard.

Three-quarter-inch stone.—T h r e e-q uarter-inch

crushed stone without dust, that is, stone which

shall pass a l}4-inch ring and be retained on a }i-inch

ring, shall be spread over the surface, filling the voids but leaving none on the surface. This course shall then be rolled until firm. The road shall be swept

free from any particles of stone not held by the

refined tar.

If the wearing course is to be a block pavement, a

sand-tar cushion as hereinafter specified shall be laid over the base as completed in the above section.

If the wearing course is to be sheet asphalt or bituminous concrete the waterproofing course shall be finished as follows: Second coat of refined tar.—Not less than Y% nor more than % of a gallon of refined tar to the square

yard, heated to a temperature of not less than 200° F. nor more than 275° F., shall be spread over the sur- face of the waterproofing course, and covered with

stone screenings or sharp sand. The road shall then

be rolled until compacted. All loose screenings or sand shall be swept off, and the wearing course shall be laid directly on the completed waterproofing

course.

Sand-tar cushion.—Upon the completed foundation course shall be spread a course three-fourths inch thick, of sand, mixed with refined tar for sur- face treatments, in the proportion of 90 per cent sand and 10 per cent refined tar, by volume. The

sand shall be clean and dry and shall be mixed with

the refined tar until uniform, homogeneous mixture

is obtained. It shall then be spread on the foundation course and shaped to a true surface parallel to the surface of the finished pavement.

1. Refined tar "G."—The refined tar shall be homogeneous, free from water, and shall not foam when

heated to 150° C. (302° F.).

2. Its specific gravity at a temperature of 25° C,

(77° F.) shall be not less then 1.200 nor more then

1.300.

3. When tested by means of the New York Testing Laboratory float apparatus the float shall not

sink in water maintained at 50° C. (122° F.) in less than 140 seconds nor more than 170 seconds.

4. Its bitumen as determined by its solubility in chemically pure carbon disulphide at room temperature shall not be less than 75.0 per cent nor more

than 90.0 per cent, and it shall not show more than

0.2 per cent ash upon ignition of the material soluble

in carbon disulphide.

5. When distilled according to the tentative method recommended by Committee D-4 of the American Society for Testing Materials (see A. S. T. M. D20, 505.0, p. 120), it shall yield no distillate at a temperature lower than 170° C. (338° F.)

;

not more than 10.0 per cent by weight shall distill below 270° C. (518° F.) and not more than 20.0 per cent by weight shall distill below 300° C. (572° F.)

.

6. The total distillate from the test made in accordance with clause 5 shall have specific gravity

at a temperature of 25° C. (77° F.) of not less than

1.030.

7. The melting point, as determined in water by

the cube method, of the pitch residue remaining

after distillation to 300° C. (572° F.) in accordance

with the test described in clause 5 shall not be more

than 75° C. (167° F.). Refined tar for sand tar cushion.—The refined tar

for cushion shall conform to the requirements for "Refined tar for surface treatment," A. S. M. I. specifications for 1918, page 365 of the proceedings

for 1918.

Its specific gravity at 25°/25° C. (77777° F.) shall not be less than 1.100 nor more than 1.180. When tested by means of the Engler viscosimeter

at 40° C. (104° F.) the specific viscosity of the first 50 cubic centimeters passing the orifice of the vis- cosimeter shall be not less than 10 nor more than 35, with a maximum range not exceeding 5. Note.—Low specific viscosities should be used for work in the Northern States and high specific viscosities for work in the Southern

States. Its bitumen, as determined by its solubility in chemically pure carbon disulphide at room temperature, shall be not less than 90 per cent. When distilled according to the American Society

for Testing Materials standard method it shall yield not more than 5 per cent of distillate at a temperature lower than 170° C. (338° F.) ; not more than 30

per cent shall distill below 270° C. (518° F.); and

not more than 40 per cent shall distill below 300° C.

(572° F.). SPECIFICATIONS FOR TAR-BOTJND BASE, COID

PENETRATION TYPE

Requirements for 1, drainage; 2, rollers; 3, subgrade; 4, stone; and 5, base course, same as above

specification, except that for this specification the lower course crushed stone shall pass a 3}£-inch ring

and be retained on a 2J4-inch ring.

372
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.26

If a deep foundation course is necessary, the stone

shall be laid and rolled in separate layers not over 4

inches in thickness. When local conditions require, Telford may be substituted for part of the brokenstone foundation. Waterproofing course.—The waterproofing course

shall be placed over the base thus prepared and consist of a layer of stone which will pass a 2}4-inch ring,

and be retained on a lK-inch ring, spread to a finished depth of not over 3 inches. This stone shall be

rolled dry until it is thoroughly locked together and

shows no movement under the roller and shall be even and true to the lines, grades, and cross sections. Filling waterproofing course.—The filler shall be broken-stone or broken-slag screenings, or sand, and be rolled into the stone by spreading

in light even applications over the surface, keeping

the roller passing back and forth and adding more

filler as it rattles into the voids, and continuing

these operations until the filler is flush with the

surface of the stone; to be done without water. When the voids are filled, water shall be used and more filler added as needed to bring it flush with

the surface of the stone. If sand is used for the

filler, slag or stone screenings may be used with the water to finish up. Sufficient filler and water to form the usual grout or to cover the stone shall not be used. Traffic shall be kept off the road

while it is drying out and any excess of filler on the

surface shall be swept off, so that the stone shall be exposed.

Applying refined tar.—When the road is dry,

1 gallon of refined tar, as hereinafter specified, per square yard, or more if the road will absorb

it, shall be applied in two or more uniform applications. Each application shall be allowed to penetrate until there is no excess bitumen on the

surface of the road before making additional

application.

Covering and rolling.—The covering material

shall be either clean, dry sand or granulated slag. The covering shall be spread within two to four hours after the last application of refined tar and

sufficient used to prevent the roller from picking

up the binder. The foundation shall then be thoroughly rolled. At the conclusion of the rolling the refined tar shall just show through the cover.

If the wearing course is to be sheet asphalt,

it shall be laid on this surface. If the wearing

course is to be a block pavement, it shall be laid on a sand-tar cushion. Sand-tar cushion.—Upon the completed foun- dation course shall be spread a course three-fourth inch thick of sand, mixed with refined tar as hereinafter specified, in the proportion of 90 per cent sand and 10 per cent refined tar, by volume. The

sand shall be clean and dry and shall be mixed

with the refined tar until a uniform, homogeneous

mixture is obtained. It shall then be spread on

the base course and shaped to a true surface parallel to the surface of the finished pavement.

Refined tar for base and cushion.—The refined tar

for base and cushion shall conform to the require- ments for "Refined tar for surface treatments,"

A. S. M. I. specifications for 1918, page 365 of the proceedings for 1918.

Its specific gravity at 25°/25° C. (77°/77° F.) shall not be less than 1.100 nor more than 1.180. When tested by means of the Engler viscosi- meter at 40° C. (104° F.) the specific viscosity of the first 50 cc passing the orifice of the viscosi- meter shall be not less than 10 nor more than 35 with a maximum range not exceeding 5. Note.—Low specific viscosities should be used for work in the Northern States and high specific viscosities for work in the Southern

States,

Its bitumen, as determined by its solubility in chemically pure carbon disulphide at room temperature, shall not be less than 90 per cent. When distilled according to A. S. T. M. D20,

(see 505.0, p. 120), it shall yield not more than 5

per cent of distillate at a temperature lower than

170° C. (338° F.), nor more than 30 per cent shall

distill below 270° C. (518°F.); and not more than

40 per cent shall distill below 300° C. (572° F.). American Society for Testing Materials, standard

form of specifications for certain commercial grades

of broken stone, serial designation D35-18, 1918. See 511.70, page 206. American Society for Testing Materials, tentative

specifications for commercial sizes of broken stone and broken slag for highway construction, serial des- ignation D63-23T, 1923. See 511.71, page 207. American Society for Testing Materials, tentative

specifications for broken stone for water-bound base,

serial designation D190-29T, 1924. See 512.15, page 250. Federal Specifications Eoard, specification No. 456,

United States Government master specification for broken stone and broken slag for water-bound base

or wearing course, January 25, 1927. See 512.15, page 251 (for broken stone) and 512.2, page 255 (for broken slag). National Paving Brick Manufacturers' Association,

recommended specifications for artificial bases, 1924. Rolled bases of gravel, stone, or slag, with or without shoulders or bituminous binding. See 518.28, page 376. 518.25 Bituminous Macadam Foundation.

American Society for Testing Materials, tentative

specifications for broken stone for bituminous macadam, serial designation D192-29, 1924. See 512.15, page 250. American Society for Testing Materials, standard

specifications for broken slag for bituminous mac- adam base, serial designation D195-27, 1927. See 512.2, page 255. Federal Specifications Board, specification No. 457,

United States Government master specification for broken stone and broken slag for bituminous mac- adam base or surface course, January 25, 1927. See 512.15, page 251 (for broken stone), and 512.2, page 255 (for broken slag)

.

518.26 Bituminous Concrete Foundation.

American Society for Testing Materials, standard

specifications for broken slag for bituminous concrete (coarse-graded aggregate type), serial designation D160-27, 1927. See 512.2, page 254. American Society for Testing Materials, standard

specifications for broken slag for bituminous concrete (fine-graded aggregate type), serial designation

D161-27, 1927. See 512.2, page 255. American Society for Testing Materials, tentative

specifications for broken stone for bituminous concrete base, serial designation D193-29T, 1924. See 512.15, page 251. American Society for Testing Materials, standard

specifications for broken slag for bituminous concrete base, serial designation D196-27, 1927. See 512.2, page 255. American Society for Testing Materials, tentative

specifications for gravel for bituminous concrete base,

serial designation D309-29T, 1929. See 512.11, page 218. Federal Specifications Board, specification No.

458, United States Government master specification

373
518.26 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

for broken stone and broken slag for bituminous concrete base or surface course, January 25, 1927. See 512.15, page 251 (for broken stone), and 512.2 page 255 (for broken slag). National Slag Association, recommended specifi- cations for slag to be used in highways and highway

structures, 1927. See 512.2, page 256. 518.27 Asphaltic Foundation.

American Society for Municipal Improvements.

standard specifications for subgrades and foundations for pavements, 1928. (This specification includes requirements for asphaltic base, asphaltic concrete type.) See 518.24, page 371. Asphalt Association, specification B-7, for asphalt

macadam base (penetration method), April 10, 1929. (The full text of the specification includes methods

of construction and the following specifications for materials)

.

Section 1. General description.-—(a) The asphalt

macadam base shall consist of two courses of mineral aggregate and asphalt cement combined as hereinafter specified and having a total compacted

thickness of not less than 6 inches. The bottom

course shall have a compacted thickness of not less than 3}4 inches and the second course shall have a compacted thickness of not less than 2% inches. The method of construction shall proceed substantially as follows:

I. A layer of No. 1 coarse aggregate rolled to the thickness of the bottom course shall be

treated with hot asphalt cement as hereinafter

specified.

II. A layer of No. 2 coarse aggregate shall then

be laid, rolled to the thickness of the second course, and treated with hot asphalt cement as hereinafter

specified.

III. If a sheet asphalt of fine graded aggregate

asphaltic concrete surface course is to be laid directly upon the asphalt macadam base, the surface voids in the base course shall be filled by applying

and rolling in sufficient intermediate aggregate.

The use of intermediate aggregate shall be omitted

if an asphalt macadam, coarse graded aggregate

asphaltic concrete or binder course is to be laid directly upon the asphalt macadam base.

(6) All materials shall conform to the require- ments of these specifications.

MATERIALS

Sec. 2. Mineral aggregate.—(a) The mineral

aggregate shall consist of broken stone, mine

tailings, or slag. It shall be of reasonably uniform

quality throughout and shall be clean and free from dust and an excess of flat or elongated pieces.

Rock or mine tailings from which it is produced

shall have a per cent of wear of not more than 8. Slag from which it is produced, shall weigh not less than 70 pounds per cubic foot for each size specified.

(b) When tested by means of laboratory screens the coarse and intermediate aggregates shall meet,

respectively, the following requirements and be

uniformly graded between the limits given:

Size Name

Per cent passing screen

3H-inch 2H-inch lH-inch 1-inch %-ineh 3^-inch

2H to 3H inches.. No. 1 coarse aggregate 95-100 0-15 IK to iy> inches... No. 2 coarse aggregate 95-100 0-15 95-100 25-75 H to 1 inch Intermediate aggregate- ._. _ ., - 0-15

Sec. 3. Asphalt cement.—The asphalt cement shall be homogeneous and free from water and shall not foam when heated to 175° C. (347° F.). It shall meet the following requirements for penetration:

Penetration at 25° C. (77° F.) 100 g, 5 seconds 60-150 (Between these limits the engineer shall specify as desired: 00 to 70, 85 to 100, 100 to 120, or 120 to 150.) Sec. 4. Sources of supply.—(a) Approval of sources

of supply of mineral aggregate under these specifica- tions shall be obtained from the engineer prior to delivery of material and samples of each size specified shall be submitted as directed by the engineer.

(V) A 1-pound sample accompanied by an analysis

of the asphalt cement that the contractor proposes

to use in his work must be submitted with his bid. No asphalt cement, other than that submitted with

bid, shall be used by any contractor except with the

written consent of the engineer. Sec. 5. Methods of testing.—Same as for specifi- cation B-8, omitting A. S. T. M. D7.

Notes.—The above specifications are recommended by the Asphalt Association for use under what may be termed average

conditions. It is realized, however, that no single standard specifi- cation will satisfactorily cover all variations in local conditions which may prevail for individual jobs. Before adopting these specifica- tions verbatim the engineer should, therefore, give particular consideration to the items listed below, and, if necessary, make such

changes as are suggested.

I. Thickness.—These specifications call for a total finished thick- ness of base course of 6 inches. If a different thickness is desired one

of the following combinations is suggested:

(a) Total thickness, 7 inches. Section 1. (a) First sentence, change to 7; second sentence, change V/i to 4; and 2}i to 3.

Section 1. (o) II. Insert "second" after first word, and strike out No. 2. Sec. 2. (6) Table, strike out second line of requirements in connection with No. 2 coarse aggregate. Sec. 8. Strike out No. 2. (6) Total thickness, 8 inches. Section 1. (<z) First sentence, change 6 to 8. Strike out second

sentence and insert: " Each course shall have a compacted thickness

of not less than 4 inches." Make all other changes as suggested above for total thickness of 7 inches.

II. Coarse aggregate.—If only a very soft product with a per cent of wear greater than 8 is available, it is advisable to increase the thick- ness of the base to 7 or 8 inches and to make the changes recommended

under "I. Thickness." In addition, the following changes should be made.

Sec. 2. (a) Strike out third and fourth sentences. Sec. 5. (a) and (6) Strike out and change (c) and (d) to (a) and (6), respectively.

III. Use of crushed gravel.—If it is desired to allow for the use of gravel in the construction of the asphalt macadam base, the following sentence should be inserted after the first sentence in section 2(a): If produced by crushing gravel, only that portion of the gravel which

has been retained upon a screen with 3^-inch or larger openings shall be used in its manufacture. Asphalt Association, specification B-8, for asphaltic concrete base (commonly known as "black

base"), April 10, 1929. (The full text of the specification includes methods

of construction and the foUowing specifications for materials :) Section 1. General description.—(a) The asphaltic concrete base shall consist of a mineral aggregate

composed of coarse aggregate and fine aggregate,

uniformly mixed with asphalt cement and shall have

a compacted thickness of 3 inches.

(b) All materials shall conform to the require- ments of these specifications.

374
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.27

MATERIALS

Sec. 2. Coarse aggregate.—(a) The coarse aggre- gate for asphaltic concrete base mixture shall consist

of broken stone, broken slag, mine tailings, or gravel.

It shall be of reasonably uniform quality and shall be

free from dust and an excess of fiat or elongated

pieces. Rock or mine tailings from which it is pro- duced shall have a per cent of wear of not more than

8. Slag from which it is produced shall, for each

commercial size used, weigh not less than 70 pounds

per cubic foot. If gravel is used, it shall be composed of sound, hard, durable pebbles, free from clay

or coatings of any character.

(b) When tested by means of laboratory screens the coarse aggregate, which may consist of one or more commercial products, shall meet the following

requirements:

Per cent Passing lH-ineh screen not less than 95 Passing J^-inch screen 25-75 Passing }4-inch screen ! Material which passes the %-inch screen in such

commercial products shall in laboratory tests and

for the purpose of proportioning the mixture be

considered as fine aggregate. Sec. 3. Fine aggregate.—The fine aggregate for asphaltic concrete base mixture shaU consist of sand composed of clean, hard, durable grains, free from clay, loam, and other foreign matter, together

with particles which pass a J4-inch laboratory

screen which may be present in the coarse aggre- gate material. When tested by means of laboratory

screens and sieves the sand or total fine aggregate

shall meet the following requirements:

Passing

J-i-inch screen

Vi-inch screen 10-mesh sieve... 40-mesh sieve... 80-mesh sieve.— 200-mesh sieveRetained on10-mesh sieve... 40-mesh sieve... 80-mesh sieve... 200-mesh sieve.

Per cent

100 0-20

15-50 22-65 7-40

0-6

Sec. 4. Asphalt cement.—The asphalt cement shall be homogeneous, and free from water and shall not foam when heated to 175° C. (347° F.). It shall meet the following requirements for penetration:

Penetration at 25° C. (77° F.), 100 g, 5 sec 40-70 (Between these limits the engineer shall specify as desired, 40 to 50, 50 to 60, or 60 to 70.) Sec. 5. Sources of supply.—(a) Approval of sources of supply of material under these specifica- tions shall be obtained from the engineer prior to

deliver}- of material, and samples of each shall be

submitted as directed by the engineer.

(b) A 1-pound sample accompanied by an analysis of the asphalt cement that the contractor pro- poses to use in his work must be submitted with his bid. If the contractor proposes to prepare the asphalt cement at the paving plant then in lieu of the above, a 1-pound sample accompanied by an

analysis each of flux and refined asphalt must be submitted with his bid, together with a statement

of the proportions in which they will be combined

to produce the asphalt cement which he proposes

to use. No asphalt cement, flux, or refined asphalt

other than that specified in his bid shall be used by

any contractor except with the written consent of the engineer. Sec. 6. Methods of testing.—Methods of testing

shall be as follows:

(a) Per cent of wear of rock or mine tailings, A. S. T. M. D2. (See 510, p. 182.)

(6) Weight per cubic foot of broken slag, A. S. T. M. C29. (See 512.10, p. 212.)

(c) Screen test of coarse aggregate, A. S. T. M.

D18. (See 512.15, p. 250.)

(d) Sieve test of fine aggregate, A. S. T. M.

D7. (See 512.12, p. 234.)

(e) Penetration of asphalt cement, A. S. T. M.

D5, 505.0, p. 118. PREPARATION AND COMPOSITION OF MIXTURE

Sec. 7. Preparation of asphalt cement.—(a) The

asphalt cement shall be melted in kettles or tanks

designed to secure uniform heating of the entire contents and shall be brought to a temperature of 250° to 350° F.

(6) When refined asphalt is to be combined with a

flux the mixture shall be thoroughly agitated until a homogeneous asphalt cement of the required

penetration is produced. The penetration of the asphalt cement shall be tested at suitable intervals

to insure that it is maintained at a uniform consist- ency throughout the period of use. Sec. 8. Preparation of mineral aggregate.—(a) The

aggregate shall be dried and heated at the paving

plant in suitably designed revolving driers, and when

delivered to the mixer shall be at a temperature of 225° to 350° F. The aggregates may be fed simul- taneously into the same drier, but in such case, immediately after heating, they shall be screened

into coarse and fine aggregate and stored in separate

bins, except in plants where the aggregates are proportioned and dried by the batch method.

(6) A registering pyrometer shall be installed at a

suitable point at the discharge end of the drier with

the registering device so located as clearly to indicate

to the drum firemen the temperature of the mineral

aggregate when discharged. Sec. 9. Preparation and composition of asphaltic

concrete base mixture.—(a) The coarse and fine ag- gregate for asphaltic concrete base mixture shall be

measured separately and accurately either by weight

or volume for each batch to be mixed. The required

quantity of hot asphalt cement for each batch shall be measured by actual weighing with scales attached

to the asphalt cement bucket. The mixture shall be

made in an approved twin pug or batch mixer first by charging it with coarse aggregate and fine aggregate. After these have been thoroughly mixed

for a period of not less than 15 seconds the asphalt cement shall be added and the mixing continued for a period of at least 30 seconds or longer if necessary

to produce a homogeneous mixture in which all particles of the mineral aggregate are uniformly

coated.

(b) The constituents of the asphaltic concrete base mixture shall be combined in such proportions as to produce a mixture conforming to the following

composition limits by weight:

Per cent Passing lV£-inch, retained on 5-4-inch screen 15-45),,, 70 Passing 5^-ineh, retained on J^-inch screen 15-45/ Passing )4-inch screen 25-40 Bitumen (soluble in carbon disulphide) 4- 7 Sec. 10. Paving-plant inspection.—For the verifi- cation of weights or proportions and character of materials and determination of temperatures used

in the preparation of the mixture the engineer or his authorized representatives shall have access at any

time to all parts of the paving plant. Sec. 11. Transportation of mixture.—The mixture

shall be transported from the paving plant to the work in tight vehicles previously cleaned of all foreign materials, and when directed by the engineer

each load shall be covered with canvas or other

suitable material of sufficient size to protect it from

weather conditions. No loads shall be sent out so

late in the day as to interfere with spreading and

compacting the mixture during the daylight unless

100925°—30 25 375
518.27 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

artificial light satisfactory to the engineer is provided.

Note.—The above specifications are recommended by the Asphalt Association for use under what may be termed average

conditions. It is realized, however, that no single standard specifi- cation will cover satisfactorily all variations in local conditions which may prevail for individual projects. Before adopting these specifi- cations verbatim the engineer should, therefore, give particular consideration to the items listed below and if necessary make such

changes as are suggested.

I. Subgrade.—Experience of the past few years has emphasized earlier knowledge, but omission in practice, of the absolute necessity of properly drain- ing the subgrade, irrespective of what type or thick- ness of foundation or pavement surface is used. This is especially important in connection with

country-road construction. Under modern traffic conditions any type of road

will fail sooner or later if subjected to traffic while the subgrade is more or less saturated with water at

certain seasons of the year no matter whether the base or foundation course is a rigid slab of Portland- cement concrete or of flexible asphaltic concrete or compressed stone. No foundation will satisfactorily overcome poor

drainage.

It is assumed, therefore, that before using this or any other specifications that the engineer will provide

for appropriate and sufficient drainage for the subgrade.

II. Thickness of base.—Experience covering the past 10 years and a very large mileage on the Pacific Coast and in many Western States has proved that pavements consisting of dense asphaltic concrete base and a stable asphaltic surface of a combined

thickness of 5 inches is ample for heavy modern

traffic when laid directly upon a properly drained and

compacted subgrade.

This specification, therefore, provides for a finished thickness of asphaltic concrete base of 3 inches. In some instances it may be desirable to reduce the

thickness to 2}£ inches and in others to increase it to 4 inches. In such cases the following change

should be made:

Sec. i. (a) Last line, change 3 to 3J4 or 4 as

desired.

If, in the opinion of the engineer, all or any portion

of the subgrade or existing road is not of sufficient strength to serve as a subbase it should be reinforced by the addition of new crushed stone, slag, gravel, or other equivalent available material, as for reasons

of economy this is generally preferable to increasing the thickness of the asphaltic concrete base. In connection with any type of foundation, areas

of greater or less extent are liable to develop during

construction which have an unanticipated weak

subsoil. To provide for such necessarily unforeseen

conditions it is recommended that unit prices be

provided in bids for each class of material as may

be required for such emergencies.

III. Coarse aggregate.—If it is desired to use a

larger size of coarse aggregate than that specified the following changes should be made

:

Sec. 2 (6). Third line, change l/2 to 2%

Sec. 2 (6). Fourth line, change % to 1%.

Sec. 9 (6). Third line, change 1% to 2% and

change % to 1%.

Sec. 9 (6). Fourth line, change % to IK- IV. Asphalt cement.—The penetration limits for asphalt cement may be made to conform to those which are selected for the asphalt cement for surface

course. V. Sheet asphalt surface course.—When a sheet asphalt surface course is to be laid in conjunction

with an asphaltic concrete base the usual binder

course may be eliminated.

Federal Specifications Board, specification No.

276a, United States Government master specifi- cation for asphalt for use in road and pavement

construction, May 8, 1925. See 505.11, page 145. United States Department of Commerce, Bureau

of Standards, Simplified Practice Recommendation

No. 4, for asphalt (penetration limits), January 1, 1924. See 505.0, page 145. 518.28 Slag Foundation.

American Association of State Highway Officials, tentative standard specifications for highway

materials, 1927. See 512.15, page 244. American Society for Testing Materials, standard

specifications for broken slag for water-bound base and wearing course, serial designation D65-23, 1923. See 512.2, page 254. American Society for Testing Materials, standard

specifications for shovel-run or crusher-run broken

slag for water-bound base, serial designation

D66-23, 1923. See 512.2, page 254. Federal Specifications Board, specification No.

456, United States Government master specifi- cation for broken stone and broken slag for water- bound base or wearing course, January 25, 1927. See 512.15, page 251 (for broken stone) and 512.2, page 255 (for broken slag). National Paving Brick Manufacturers' Association,

recommended specifications for artificial bases, 1924. Rolled bases of gravel, stone, or slag, with or without shoulders or bituminous binding. Material and size.—Broken stone or crushed slag as called for on the plans and in the bids for artificial base course shall be run-of-crusher material

of good grade and reasonably sound, that will all pass 3-inch circular openings in a revolving screen and be retained on J4-inch openings. Gravel shall be composed of durable particles, together with

clay or other suitable binding material. One hundred per cent shall pass through a 3-inch screen, not more than 75 per cent shall pass through a

%-inch screen, and not more than 30 per cent shall pass through a No. 10 revolving screen. The

gravel shall contain not less than 10 nor more than

20 per cent by weight of clay or other suitable binding material. Depth.—The broken stone, crushed slag, or gravel

shall be uniformily distributed on the prepared

subgrade to a depth approximately 30 per cent

greater than the finished depth of inches,

called for on the plans, and thoroughly rolled in one course until the base is of uniform and thorough

density throughout, conforming to the given grade

and the cross section. Rolling.—The roller used for this purpose shall be self-propelling tandem or 3-wheel type, weighing

not more than 10 tons nor less than 5 tons. The

rolling shall commence at the edges of the pavement

and work toward the center and shall be continued

until the base is thoroughly consolidated and shows

no tendency to creep in front of the roller. During

this operation the surface of the base shall be swept

with stiff brooms so that all fine material shall enter

the interstices of the base. Binder course.—With broken stone or crushed slag the base shall be bound with screenings of the same

material that will all pass a J4-inch sieve opening.

The screenings shall be spread over the surface of the base and swept and rolled into the voids. Stone shoulder.—On pavements where the plans call for rolled shoulder and where curbs are not provided

376
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.29

for on the plans for the project the rolled base

course of stone, slag, or gravel shall extend at least 12 inches beyond the edges of the brick wearing

surface as shown on the plans. On completion of the base course 2 by 4 inch wooden forms shall be set on edge upon the prepared base and securely staked

to act as guides for placing the brick wearing surface. The guide forms shall remain in place when the pavement is completed where shown in the plans. After the completion of the brick wearing surface, a shoulder of broken stone or crushed slag shall be

placed. The width thereof shall be not less than

12 inches and the depth as built up upon the extended

base shall equal the combined depth of the brick sur- face and the bedding course as shown on the plans.

The shoulder shall be thoroughly compacted by

rolling, using the same roller, if practicable, as

specified for the brick surface. Bituminous binding.—"Where a bituminous-bound

base or shoulder is indicated on the plans the surface

of the rolled base or shoulder shall receive a bitumi- nous penetration not exceeding \% gallons per square

yard.

Immediately after bituminous material is applied the surface shall be covered with a light application

of screenings. National Slag Association, recommended specifi- cations for slag to be used in highways and highway

structures, 1927. See 512.2, p. 374. 518.29 Miscellaneous Specifications for Foundation for Roads.

Asphalt Association, specification B—1, for gravel

base (tentative), September 1, 1920. (The full text of the specification includes methods

of construction and the following specifications for materials:)

Section 1. General description.—(a) The gravel base shall consist of two courses of gravel, each

course having a compacted thickness of not less than

4 inches. The two courses shall form a foundation

having a compacted thickness of not less than 8 inches and shall conform to the grades and cross sections shown on the plans.

(6) All material shaU conform to the requirements

of these specifications.

MATERIAL

Sec. 2. Gravel.—The gravel shall be composed

of hard durable rock, together with sand and clay or other binding material, and shall be free from an

excess of thin or elongated pieces. When tested by means of laboratory screens it shall meet the follow- ing requirements:

Per cent Passing 3M-inch screen, not less than 95 Total retained on H-ineh screen 50-75 The material retained on the ^-inch screen shall meet the following requirements:

Per oent Retained on 15^-inch screen 25-75 Sec. 3. Sources of supply.—Approval of sources

of supply of gravel under these specifications shall be obtained from the engineer prior to delivery of material, and samples shall be submitted as directed by the engineer. Sec. 4. Method of testing.—Screen tests of gravel

shall be made according to A. S. T. M. D18. (See

512.15, p. 250.) Asphalt Association, specification B-6, for truing

up old pavements to serve as base course (tentative),

September 1, 1920. (The full text of the specification includes methods

of construction and the following specifications for materials.)

Section 1. General description.—(a) The old pavement of macadam, brick, block, or Portland- cement concrete shall where shown on the plans be

made to serve as a base course by filling all depressions having a depth of three-fourths inch or more

with asphaltic concrete compacted so as to produce

a surface conforming as closely as possible to the

grades and cross sections shown on the plans.

(b) All materials and methods shall conform to the requirements of these specifications.

ASPHALT CONCRETE FOR FILLING DEPRESSIONS

Sec. 2. Sheet-asphalt surface course.—If sheet- asphalt binder and surface courses are to be laid on

the old pavement, the asphaltic concrete used for truing up the old surface shall be composed of the same materials combined in the same proportions

and in the same manner as specified for bindei course

in the "Specifications for sheet asphalt binder and

surface courses," 518.37, page 406. Sec. 3. Asphaltic concrete surface course.—(a) If an asphaltic concrete surface course of the coarse- graded aggregate type is to be laid on the old pave- ment, the asphaltic concrete used for truing up the

old surface shall be composed of the same materials combined in the same proportions and in the same manner as specified in the "Specifications for asphaltic concrete surface course," 518.37, page 405.

(b) If an asphaltic concrete surface course of the

fine-graded aggregate type is to be laid on the old pavement, the asphaltic concrete used for truing up

the old surface shall consist of coarse aggregate and

sand, uniformly mixed with asphalt cement, the sand and asphalt cement conforming with specifi- cations for sand and asphalt cement in the specifi- cations for "Asphaltic concrete surface course." The coarse aggregate shall consist of broken stone produced from tough durable rock, of reasonably

unifoim quality throughout, and shall be clean and

frea from dust and an excess of flat or elongated

pieces. When tested by means of laboratory

screens it shall meet the following requirements and

be uniformly graded between the limits given:

Per cent

Passing lM-inch screen, not less than 95 Passing H-inch screen, not more than , 10 Sec. 4. Asphalt-macadam surface course.—-If an asphalt-macadam surface course is to be laid on the

old pavement, the asphaltic concrete used for truing up the old surface shall consist of a mineral aggre- gate or broken stone, mine tailings, or slag, uniformly

mixed and coated with from 4 to 6 per cent by weight

of asphalt cement as directed by the engineer. The

mineral aggregate shall conform to the specifications

for intermediate aggregate, and the asphalt cement

shall conform to the specifications for asphalt cement in the "Specifications foi asphalt-macadam

surface course," 518.37, page 403. Immediately

before mixing the mineral aggregate shall be heated

to a temperature of 150° to 300° F. and the asphalt cement shall be heated to a temperature of from. 250° to 350° F. The mixture shall be made in a

mechanical mixer or with hot shovels on a clean mixing board and the proportions shall be varied within the limits designated as directed by the

engineer.

National Paving Brick Manufacturers' Association,

recommended specifications for bedding course, 1924. Sand, granulated slag, slag screenings, or lime- stone screenings.

Description.—Upon the prepared base after it has been thoroughly cleaned of all dirt and debris shall be spread a bedding of sand, granulated slag, slag

screenings, or limestone screenings, as called for in the plans, not more than 1 nor less than % inch in finished depth.

377
518.29 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Sizes.—Bedding material shall not exceed }i inch

in maximum grain size. It may contain fine material passing a No. 20 standard mesh sieve, not exceeding

15 per cent by weight. In the case of sand, this fine material may be loam or clay. Shaping.—Bedding shall be shaped to a true sur- face parallel with the surface of the finished roadway

by means of a template extending the entire width

of the roadway, drawn forward upon the curbs or other guide rails as provided. When the width of the roadway precludes the use of a template spanning

the entire distance the bedding shall be shaped in sections, using scantling laid upon the base as guide

rails. The bedding course shall be struck off at least twice with the template. Any depressions developing shall be filled in and the bed again struck off with

the template. This operation shall be continued

until perfect alignment is presented.

Rolling.-—If directed by the engineer, in addition

to shaping with a template, the bedding course shall also be compacted with a hand roller. The roller shall be not less than 36 inches in diameter, 24 inches

in width, and weigh not less than 10 pounds per inch

of width. The bedding course shall be struck off with the template and then rolled. Any depression existing shall be filled in, struck off with the template, and

again rolled. This operation shall be repeated until perfect alignment is presented.

Hand finishing.—When the use of the template

and guide rails is impracticable in finishing the bedding surface it shall be shaped to the surface required by hand lutes. No disturbance.—The bedding shall not be dis- turbed after final shaping prior to laying the brick. National Paving Brick Manufacturers' Association, recommended specifications for natural base, 1924. Clearing and grubbing.—All objectionable brush,

stumps, fences, boulders, stones, or other material within the limits of or overhanging the highway

shall be removed. All trees, stumps, roots, and

brush shall be cleared and grubbed from the area

to be improved in such a manner that in case of a

fill no part of them shall be within 18 inches of the

finished surface of the subgrade, or in the case of an

excavation no part of them shall be within 6 inches

of the finished surface of the subgrade. All stones that are less than 6 inches below the finished surface

of the base also shall be removed.

Grading.—The roadway and approaches to be

improved shall be graded to such lines and cross sections that when rolled the finished surface of the base shall conform to that shown in the plans. Excavation.—All vegetable matter and soft, spongy

earth, muck, or quicksand which will not compact

by rolling shall be removed and replaced with material that can be compacted.

Embankment.—Earth in embankment shall be

applied in layers not exceeding 12 inches in depth and

each layer shall be thoroughly rolled and compacted

before successive layers are applied. All vegetable matter and soft, spongy earth, muck, or quicksand

which will not compact by rolling shall be excluded from embankment as provided for earth in excavation. Rolling.—The roller used in compacting the base

shall be of the self-propelling 3-wheel type weighing not to exceed 10 tons. Rolling shall continue until the base course is thoroughly compacted. Prior to and during the rolling the natural base shall be thoroughly wetted to assist in and insure thorough

and uniform compaction. Any depressions in the

surface thereof created by rolling shall be brought to grade by the addition of suitable material. Rolling

and wetting then shall be repeated until the base

course is of uniform density with a smooth and

even surface. Protection of materials.—No earth from excavation or embankment shall be deposited against or upon any material to be used in the pavement.

Such materials shall be placed and protected so that they will be uninjured by travel or by grading operations. Testing.—The surface of the natural base shall be brought to the crown shown on the plans and

before completion be tested with the template.

Any variation from the true grade and cross section shown on the plans shall be corrected. National Paving Brick Manufacturers' Association,

recommended specifications for cement-sand bed for semimonolithic brick pavements, 1924.

Description.—Upon the base as prepared shall be

added a cement-sand bedding which shall become

an integral part of the base and which shall be in- cluded in and constitute a part of the full depth of base as shown on the plans. Bedding shall be composed of 1 part Portland cement and 4 parts sand. When finally finished the depth of bedding shall not exceed 1 inch nor be less than }i inch. Cement.—Portland cement shall conform to the

definition and meet the requirements of A. S. T. M.

C-9. (See 516.11, p. 294.) Sand.—Sand for the bedding shall be clean, all of which shall be uniformly graded and which will pass a %-inch sieve. Sand shall be free from soft, friable material, shale or slate, vegetable, or other organic matter.

It shall not contain clay or silt in excess of 5 per cent by weight.

Premizing.—Cement and sand for the bedding shall be premixed in the proportions specified, by hand or by mechanical batch mixer. Mixing shall continue

for each batch until the mass is of uniform shade. Shaping.—Bedding shall be shaped to a true sur- face parallel with the surface of the finished roadway

by means of a template extending the entire width

of the roadway, drawn forward upon the curbs or guide rails. When the width of the roadway pre- cludes the use of a template spanning the entire distance the bedding shall be shaped in sections,

using scantling laid upon the base as guide rails. The bedding course shall be struck off at least twice with the template. Any depressions developing

shall be filled in and the bed again struck off with

the template. This operation shall be continued

until perfect alignment is presented.

Rolling.—If directed by the engineer, in addition

to shaping with a template, the bedding course shall also be compacted with a hand roller. The roller shall be not less than 36 inches in diameter, 24 inches

in width, and weigh not less than 10 pounds per

inch of width. The bedding course shall be struck off with the template and then rolled. Any depressions existing

shall be filled in, struck off with the template, and

again rolled. This operation shall be repeated until perfect alignment is presented.

Handfinishing.—When the use of the template and

guide rails is impracticable in finishing the bedding

surface it shall be shaped to the surface required

by hand lutes. No disturbance.—The bedding shall not be dis- turbed after final shaping prior to laying the brick. National Sand and Gravel Association, Bulletin 3, representative specifications for different uses of sand

and gravel, November, 1928.

(In this bulletin representative specifications,

many of which are presented in this volume, and

including specifications for sand for cushion course and sand for cement-mortar bed, have been summarized.)

378
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.31

518.3 PAVING SURFACES.

518.30 General Items.

American Association of State Highway Officials, tentative standard specifications for highway

materials, 1927. See 512.15, page 244. American Association of State Highway Officials, tentative standard specifications for highway

materials, 1927. No. 18. Oil asphalt filler (type A). No. 19. Asphalt filler (type B). No. 20. Asphalt cement (prepared from petroleum), penetration grades 30 to 40, 40 to 50, 50 to

60, 60 to 70. No. 21. Asphalt cement (prepared from petroleum), penetration grades 85 to 100, 100 to 120, 120 to 150. No. 22. Asphalt cement (prepared from native

asphalt), penetration grades 30 to 40, 40 to 50, 50 to 60, 60 to 70. No. 23. Asphalt cement (prepared from native

asphalt), penetration grades 85 to 100, 100 to 120, 120 to 150. (For properties and methods of sampling and

testing, see 505.13, p. 146.) American Society for Testing Materials, standard

definitions of terms relating to materials for roads and pavements, serial designation D8-18, 1918. See 510, page 182. American Society for Testing Materials, tentative

specifications for commercial sizes of broken stone and broken slag for highway construction, serial designation D63-23T, 1923. See 511.71, page 207. American Society for Testing Materials, standard

methods of sampling stone, slag, gravel, sand, and

stone block for use as highway materials, including some material survey methods, serial designation

D75-22, 1922. See 510, page 184. 518.31 Cement Concrete Pavements.

American Association of State Highway Officials, standards of practice, 1928. HIGH EARLY STRENGTH CONCRETE

In the construction of concrete pavements,

provision should be made for requiring high early

strength concrete on special sections of the road when the requirements of traffic justify early opening

of the pavement.

LONGITUDINAL JOINTS

In constructing concrete pavements some suitable form of construction joint shall be used or method

of construction adopted that will divide the pave- ment longitudinally into sections corresponding

in width with the traffic lanes; and that dowel

bars shall be installed across the joint between the

sections WIDTH OF TRAFFIC LANES

On pavements 10 feet shall be considered as the standard width for each traffic lane. CROWN

The crown of a 2-lane concrete pavement shall be 1 inch THICKNESS

No part of a concrete pavement shall have a

thickness of less than 6 inches and all unsupported

edges shall be strengthened.

American Concrete Institute, standard specifica- tions for 1-course Portland cement concrete pavements for highwavs, serial designation S-6A-28,

1928.

I. GENERAL

1. It is the intent of these specifications to cover

the requirements for materials and construction

of Portland cement concrete pavement, wherein

the concrete is of uniform proportions from top to bottom of the slab.H. MATERIALS

(A) CEMENT

2. Cement shall be a standard Portland cement

which, at the time it is incorporated in the pave- ment mixture, shall conform to A. S. T. M. C9.

(See 516.11, p. 294.)

(B) AGGREGATES

3. Prior to placing any orders for aggregates

the contractor shall advise the engineer of the proposed source or sources of supply of aggregates.

The engineer may require the contractor to submit

50-pound samples of all aggregates proposed for

use. If the engineer finds such samples fulfill the requirements of these specifications for aggregates,

similar material shall be considered as acceptable.

Acceptance of samples shall not be construed

as a guarantee of acceptance of all materials from

the same source, and it shall be understood that any aggregates which do not meet with the require- ments of these specifications will be rejected.

Upon receiving notification of the proposed source

or sources of aggregate supply, the engineer may

elect to investigate and test the aggregate supply

at the source; in which case he shall notify the contractor as to acceptability or nonacceptability

of the proposed aggregates. The engineer shall notify the contractor, after agreement upon a

source or sources of aggregate supply, whether

routine tests of aggregates during construction

will be made at the source of supply or at the point

of receipt.

4. (a) Fine aggregate.—Fine aggregate shall consist of natural sand, stone screenings, slag sand,

tailings, chatts, or other inert materials with

similar characteristics, or a combination thereof,

having clean, hard, strong, durable, uncoated

grains. When incorporated in the pavement

mixture, fine aggregate shall be free from frost, frozen lumps, injurious amounts of dust, mica,

soft or flaky particles, shale, alkali, organic matter,

loam, or other deleterious substances. Ninetyfive per cent of the fine aggregate, when dry, shall pass a }4-mch screen; not more than 25 per cent

shall pass a 50-mesh sieve, and not more than 5

per cent by weight shall pass a 100-mesh sieve. In no case shall fine aggregate be accepted containing more than 3 per cent, by dry weight, nor more

than 5 per cent by dry volume, nor more than 7 per cent by wet volume, of clay, loam, or silt. If any sample of fine aggregate shows more than

7 per cent of clay, loam, or silt in one hour's settle- ment after shaking in an excess of water, the material represented by the sample will be rejected. Fine

aggregate shall be of such a quality that mortar composed of Portland cement and the fine aggregate

when made into 2 by 4 inch cylinders, in the same

proportions as will be used in the concrete mixture

for the pavement, shall show compressive strength

at 7 and 28 days equal to or greater than the compressive strength of cylinders composed of mortar

of the same proportions of Portland cement and

standard Ottawa sand. For proportioning test

cylinders, Portland cement and fine aggregate and

standard Ottawa sand shall be measured by weight,

and the same Portland cement shall be used with

379
518.31 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

the Ottawa sand as with the fine aggregate to be

tested.

5. (6) Coarse aggregate.—Coarse aggregate shall consist of one of the following materials, or a combination thereof: Crushed rock, pebbles (gravel), air-cooled blast-furnace slag, chatts, or tailings. The

particles of coarse aggregate shall be of clean, hard,

tough, durable material, free from vegetable or other

deleterious substances, and shall contain no soft, flat, or elongated pieces. Coarse aggregate, excepting

air-cooled furnace slag, shall show not more than 6 per cent loss in the wear test. Note.—In many cases, it will be necessary for the engineer to specify tbe sizes, grading, and quality of coarse aggregate in accord- ance with local conditions. In every case, the engineer should

provide specifications which will require the use of the best coarse aggregate which is economically available. The following specifica- tions covering size and grading of coarse aggregate will be found

applicable in most sections of the country, and are intended for use with the 1:2:3H. 1:2:3, or 1:1J4:3 mixture.

6. The size of the coarse aggregate shall be such as

to pass a 3-inch round opening. Coarse aggregate

shall be uniformly graded within the limits shown

in the following table, and any material which does not come within the limits specified shall be rejected.

Minimum Maximum

Passing 3-inch round opening Per cent10082

15

Per cent

Passing 2-inch round opening

Passing H-inch round opening

Passing H-inch sieve.--

95

25

5

7. Crushed rock shall consist of particles of rock produced by quarrying and crushing ledge rock, field boulders, or pebbles, from which, after crushing, all dust and pieces below %-inch size have been screened

out. Crushed rock shall conform in quality to the

specifications under "Coarse aggregate."

8. Pebbles (gravel) shall consist of loose material containing only particles retained upon a %-inch

screen, resulting from the natural crushing and

erosion of rocks. Pebbles must have wearing

qualities at least equal to crushed stone. Pebbles

shall conform in quality to the specifications under "Coarse aggregate."

9. Air-cooled blast-furnace slag.—The broken slag

shall consist of roughly cubical fragments of air- cooled blast-furnace slag, reasonably uniform in density and quality and reasonably free from

metallic iron, containing no dirt or other objection- able matter. The slag shall weigh not less than

70 pounds per cubic foot.

10. Chatts, or tailings, are terms locally applied to by-products, or waste products, of certain mining

and industrial operations. When used as coarse aggregate for concrete pavements, such materials

shall substantially conform to the specifications

under "Coarse aggregate."

11. Mixed aggregate.—Mixed aggregate shall consist of a combination of fine and coarse aggregates.

That portion of mixed aggregate passing a %-inch

screen shall conform to the requirements for fine aggregate; and that portion of mixed aggregate

retained on a J4-inch screen shall conform to the requirements for coarse aggregate.

(C) WATER

12. Water shall be clean, free from oil, acid,

alkali, or vegetable matter.

(D) REINFORCEMENT

13. Reinforcement shall consist of steel fabric, or

of steel bars, or a combination of both and shall have

an effective weight exclusive of dowel bars at joints

and of circumferential bars of at least pounds

per 100 square feet. 14. (a) Steel fa brie—Steel fabric shall be manufactured from coM-drawn wire and shall comply

with tentative standards of the American Society for Testing Materials, serial designation A82-27.

15. The spacing of primary members shall be not more than inches, and of secondary members

not more than inches.

16. Steel-bar reinforcement.—This style of rein- forcement shall consist of steel bars of the size, shape,

and spacing shown on the plans, and shaLl be properly

formed into mats. All intersections of longitudinal

and transverse bars along the exterior edges of the mat and every other intersection of the longitudina1 and transverse bars in the interior of the mat shall be securely wired or clipped together to resist dis- placement during handling and concreting operations. The materials shall have an effective weight

of not less than pounds per 100 square feet exclusive of laps, ties, clamps, chairs, and such portions of the bars as are not in the plane of the mat

for their full lengths.

17. Steel bars shall comply with the standard

requirements for concrete reinforcement bars, struct- ural and intermediate grades, of the American

Society for Testing Materials, serial designation

A15-14. All bar reinforcement when placed in the pavement shall be free from excess rust, scale, or other substance which prevents the bonding of the

concrete to the reinforcement. When in storage on

the work, bars shall be protected from corrosion by

placing them on a dry platform under a weatherproof cover.

(E) JOINT FILLER Joint fillers shall consist of prepared strips of fiber matrix and bitumen, or a uniform mixture of fiber and bitumen, or a combination of both, containing not more than 25 per cent by weight of inert material having thickness of inches, and width equal to inches greater than the thickness of the pavement

at any point. The bitumen used in the manufacture

of the joint filler may be either tar or asphalt of a grade that will not become soft enough to flow in hot weather, nor brittle in cold weather. The pre- pared strips shall be cut to conform to the cross section of the pavement and in lengths equal to the width of the pavement, except that strips equal in length to half the width of the pavement may be

used when laced or clipped together at the center in a workmanlike and effective manner.

(F) SHOULDERS (Any special materials for the construction of shoulders should be here described as desired by the

engineer.) HI. SUBGRADE

18. Subgrade will be considered as that portion

of the highway upon which the pavement is to be

placed.

(A) FINE GRADING

19. Fine grading will include the finished excavation and embankment which may be necessary to bring the subgrade to the required elevation, alignment, and cross section. AH suitable materials removed from the excavation in fine grading shall be used as far as practicable in the formation of the embankment, as may be required. Such material not used in embankment may be deposited on the

shoulders as directed by the engineer. When the amount of the embankment exceeds the amount of the material available from excavation, suitable material shall be obtained by| the contractor from

380
STONE, SAND, AND CEMENTITIOTJS MATERIALS 518.31

borrow pits located beyond the limits of the shoul- ders or embankment slopes. Such borrow pits shall be left in neat condition, such as will drain completely. Ditch sections and back slopes of cuts must conform to the plans, and be left with neat and

uniform appearance.

(B) PREPARATION AND MAINTENANCE

20. The subgrade shall be constructed to have, as nearly as practicable, a uniform density throughout

its entire width. Wherever the subgrade extends bej'ond the lateral limits of an old roadway, or wherever an old gravel, macadam, or other hard compacted

crust comes within 6 inches of the elevation of the

finished subgrade, such old roadway or crust shall be

ploughed, loosened or scarified to a depth of at

least 6 inches and the loosened material redistributed across the full width of the subgrade, adding suitable material, when necessary, so that when compacted

to the required elevation, alignment, and cross section, the subgrade will approach as nearly as

possible, a condition of uniform density. Compression of the subgrade material shall be accomplished

with a self-propelled roller weighing not less than 3 tons. Hand-tamping portions of the subgrade

may be directed by the engineer when necessary. There shall not be left on the subgrade or shoulders,

beams, or ridges of earth or other material that will interfere with the immediate discharge of water from

the subgrade to the side ditches, and the subgrade

shall be maintained free from ruts so that it will, at all times, drain properly.

21. All depressions developing under traffic on the subgrade, or in connection with rolling, shall be

filled with suitable material. Rolling shall be con- tinued until the subgrade is uniformly compacted,

properly shaped, and true to grade and alignment.

It is not intended that the rolling shall be continued

beyond this point, as the purpose of rolling is not

to produce a subgrade that can not be further compacted, but to produce a uniformly compacted

subgrade. All hauling shall be distributed over the width of the subgrade so far as practicable, so as to leave it in a uniformly compacted condition.

22. After being prepared in the above manner, the subgrade shall be so maintained until the concrete pavement has been placed thereon.

(C) SUBGRADE—CHECKING AND ACCEPTANCE

23. Immediately prior to placing concrete pave- ment on the subgrade, it shall be checked by means of an approved scratch template, resting on the side forms, having the scratch points placed not less than

8 inches apart, and to the exact elevation and cross section for the subgrade surface. The scratch template shall be drawn along the forms so that the plane of the points will be at a right angle to the grade line, and the long axis of the template at a

right angle to the center line of the pavement. All high places indicated by the scratch points shall be removed to true grade, and any low places back

filled with suitable material and rolled or hand

tamped until smooth and firm. The subgrade shall be checked and completed in accordance with these requirements for a distance of not less than 100 feet in advance of the concrete. If hauling over the subgrade after it has been finished and checked as above specified, results in ruts or other objectionable

irregularities, the contractor shall reroll or handtamp the subgrade and place it in smooth and satis- factory condition before the pavement is deposited

upon it. If the condition of the subgrade is such

that it can not be placed in satisfactory condition to

receive the pavement by the above methods, placing

pavement may be stopped by the engineer unless the contractor can provide and haul over suitable

trackways or use other satisfactory means for the

protection and maintenance of the subgrade.

(D) SPECIAI TREATMENT

24. (Special treatment may be specified for cer- tain subgrades such as sand, gumbo, adobe, and

other materials, which can not be satisfactorily

prepared for pavement by the methods specified in the foregoing paragraphs.)

IV. FORMS

(A) MATERIALS

25. Wooden forms shall be dressed to 3-inch

thickness, and equal in depth to the thickness of the pavement at the sides. Forms shall rest upon stakes driven into the ground within 1 foot of each end of each separate piece, and at intervals not greater than

5 feet elsewhere. Forms shall be held in place by

stakes driven into the ground along the outside edge

at intervals of not more than 6 feet, two stakes being

placed at each joint. The forms shall be firmly nailed to the side stakes, and firmly braced at any

point where necessary to resist the pressure of the

concrete or the impact of the tamper. Forms shall be capped along the inside upper edge with 2-inch angle irons.

26. Metal forms shall be of shaped steel sections not less than 10 feet in length, for tangents and for curves having radii of 150 feet and over. For

curves of less radii, sections 5 feet long may be used. Forms must have a depth equal to the side thickness

of the pavement. Forms shall be made of steel plate of approved section. At least three bracing

pins or stakes shall be used to each 10 feet of form,

and the bracing and support must be ample to resist the pressure of the concrete and the impact of the tamper without springing.

(B) SETTING

27. Forms shall set to exact grade and alignment

at least 500 feet in advance of the point of depositing concrete. Before setting, the sections must

be thoroughly cleaned. After setting, they shall be thoroughly oiled before concrete is placed against

them. Forms in place will be subject to check and

correction of line or grade at any time.

V. PAVEMENT SECTION

28. Width, thickness, and crown of concrete pavement shall be as shown on the plans for the improvement.

VI. JOINTS

29. The joints to be formed shall be transverse

or longitudinal. They shall be tested during and

after finishing with a 10-foot straight-edge, and any

irregularities in the surface shall be immediately

corrected. Expansion joints shall be formed be- tween the pavement under construction and all other

rigid types of pavement or structures to which it may

be adjacent. All joints shall be edged to a radius

of one-eighth inch. Joints shall be made as follows:

(A) TRANSVERSE EXPANSION JOINTS

30. Transverse expansion joints shall be

inches wide, spaced feet apart. A bulkhead

cut to the exact cross section of the pavement, shall be securely staked in place at right angles to the

center line and surface of the pavement. The

premolded joint filler shall be placed against the bulkhead and held in position by pins on which there

is an outstanding lug. Concrete shall be deposited on both sides of the bulkhead before it is removed.

381
518.31 STANDARDS AND SPECIFICATIONS FOR NONMBTALLIC MINERALS

After the concrete has been struck off, the bulkhead

shall be removed by lifting it slowly from one end

and replacing it with concrete as it is lifted, so that the joint filler will be left in the correct position.

31. When expansion joints are made at the end of the day's' work they shall be formed by finishing the concrete to the bulkhead, placed as before specified.

When work is resumed the joint filler shall be placed

against the hardened concrete and held in position

by pins until fresh concrete is placed against it. 32. In pavements with integral curb the joint

shall be continuous in a straight line through pave- ment and curb.

33. Joints shall be opened on the edges for their entire depth, upon removal of the forms.

34. Before the pavement is opened to traffic the

joint filler shall be trimmed off to a uniform height

of one-fourth inch above the surface of the pavement.

(B) LONGITUDINAL EXPANSION JOINTS

35. Longitudinal expansion joints shall be formed

by placing the filler against the form, bulkhead,

curb, or adjacent structure and placing the concrete

against it. The filler shall extend the full depth of the pavement, and be flush with the pavement

surface.

(C) TRANSVERSE CONSTRUCTION JOINTS

36. Transverse construction joints shall be formed

whenever it is necessary to stop concreting for 30 minutes or longer, except at expansion joints, by

staking in place a bulkhead, as specified for trans- verse expansion joints, and finishing the concrete to the bulkhead. An edging tool shall be used along

the bulkhead to make the construction joint a regular and well-defined line. When the plans require

steel dowels across transverse joints in this bulkhead

there shall be holes spaced 3 feet, center to center, 3 inches below the surface of the finished pavement,

through which %-inch plain round steel rods 4 feet long shall be inserted with 2 feet projecting. At

least one-half length of each bar shall be encased in heavy paper or coated with paint or oil in such a manner as to prevent a bond between the steel and

the concrete.

37. When work is resumed the plank shall be

removed, care being taken not to disturb the rods or the concrete. The fresh concrete shall be placed

directly against the face of the concrete previously

laid and carefully worked around the rods.

38. If concreting must be stopped within 10 feet of a previously made transverse joint the concrete

shall be removed to this joint.

(D) LONGITUDINAL CONSTRUCTION JOINTS

39. Longitudinal construction joints shall be

formed where required and must be straight and

vertical. When so indicated on the plans, steel dowels shall be used as provided in the preceding

section.

VIX. WATER SUPPLY

(A) EQUIPMENT

40. Where necessary for the supply of water for

all operations described in these specifications, duplicate pumps, connected to an adequate pipe line along the improvement, shall be provided by the

contractor. The pipe line must be fitted with drains at the low points, and air relief valves at the high

points, and with convenient outlets for all paving

operations. Where the concrete mixer operates on

the subgrade, the pipe line shall have a minimum

diameter of 2 inches. For supplying a mixer using more than four sacks of cement per batch, 60 per cent

of the pipe line shall have a minimum diameter of 3

inches, and the remaining 40 per cent shall have a minimum diameter of 2 inches. The large diameter

pipe shall lead from the pump.

(B) PRIORITY TO WATER SUPPLY

41. The concrete pavement in place, for 10 days

after laying, and the subgrade preparation, shall have prior rights to the water supply. If it should develop there is not sufficient water for all purposes, the concrete mixer shall be shut down until the water needs of the curing and subgrading operations

have been cared for.

VILT. PROPORTIONING AND MIXING CONCRETE

(A) PROPORTIONING

42. (a) Measuring materials.—The method of measuring the materials for the concrete, including

water, shall be such as to insure the required proportions of each of the materials as directed by these

specifications. One sack of Portland cement (94

pounds net) shall be considered 1 cubic foot. 43. (&) Proportions.—The concrete shall be pro- portioned 1 sack of Portland cement, not more than

cubic feet of fine aggregate, and not more than

cubic feet of coarse aggregate. A cubic yard

of concrete in place, measured between neat lines, must contain barrels of Portland cement. The

engineer shall compare the calculated amount of cement required by these specifications and tables with the amounts actually used in each section of concrete feet long, or between successive transverse joints. If the amount of cement actually

used in the pavement varies from the specified

amount by more than 3 per cent for any section, the engineer may require the proportions of the concrete to be adjusted so as to use the specified amount

of cement. If it is found that the amount of cement

used in any section is 92% per cent or less of the

specified quantity, the contractor shall be required

to remove such section or sections and replace them

with concrete made in accordance with these specifications. Such removal and replacement shall be done at the expense of the contractor.

(B) MIXING

44. (a) Operation of mixer.—The concrete shall be mixed in a batch mixer with the "boom and

bucket" type of delivery. The capacity of the drum shall be such that only whole bags of cement

are used in each batch. Mixing shall continue for at least 1 minute after all materials, including water,

are placed in the drum, and before any part of the batch is discharged. The drum shall be revolved

not less than 14 nor more than 18 revolutions per

minute. The drum shall be completely emptied

before receiving materials for the succeeding batch. The volume of the mixed material in each batch

shall not exceed the mixer manufacturer's rated capacity of the drum.

45. The mixer shall be provided with a water- measuring tank into which mixing water shall be

discharged, having a visible gage so that the amount

of water for each batch may be separately and

accurately measured. The mixer shall be provided

with an approved batch-timing device which will automatically lock the batch-discharging device during the full mixing time and release it at the end

of the mixing period. The timer device shall have

a bell which will automatically ring at the end of the mixing period. This device shall be subject to inspection and adjustment by the engineer at any

time.

46. (b) Retempering.—Mortar or concrete which

has partially set shall not be retempered by being

mixed with additional materials or water.

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STONE, SAND, AND CEMENTITIOUS MATERIALS 518.31

47. (c) Central mixing plants.—The use of central mixing plants and the transportation of mixed

concrete is permitted under these specifications,

provided there is no segregation of the mixed concrete when it is delivered at the point where it is to be deposited in the pavement. The period between

mixing and placing in the pavement shall not exceed

40 minutes, and this period may be reduced at the

direction of the engineer. The concrete must be of workable consistency when placed on the subgrade.

48. (d) Consistency.—The concrete mixture shall contain no more water than is necessary to produce

a workable mass which can be brought to a satisfac- tory finish in the pavement. The amount of water

used shall not exceed 6 J4 gallons per sack of cement,

when the aggregates are dry.

IX. PLACING CONCRETE AND REINFORCEMENT

(A) INSPECTION OF SUBGRADE

49. (a) Rechecking subgrade.—Immediately before placing concrete, or any type of reinforcement, the subgrade shall be rechecked by means of a scratch template as provided in paragraph 23 of these specifications, and any inequalities corrected as therein provided.

50. (6) Condition of subgrade.—Concrete shall be

placed only on a moist subgrade, but there shall be no pools of standing water. If the subgrade is dry,

it shall be sprinkled with as much water as it will absorb readily. The engineer may direct that the subgrade may be sprinkled or thoroughly wet down

from 12 to 36 hours in advance of placing concrete, where such procedure may be deemed necessary.

(B) PLACING REINFORCEMENT

51. Steel fabric reinforcement of the size and

weight shown on the plans, shall be placed 2 inches below and parallel to the finished surface of the pavement unless otherwise indicated. Fabric shall extend to within 2 inches of sides and ends of slabs. All laps of fabric sections shall be not less than three- fourths of the spacing of members in the direction lapped. Steel bar reinforcement shall be placed 3

inches below the finished surface of the pavement

unless otherwise indicated on the plans. Transverse bars shall extend to within 2 inches of the margins of the pavement. Bar reinforcement shall be

placed and securely supported in correct position before any concrete is laid. All intersections of longitudinal and transverse bars shall be securely

wired or clipped together to resist displacement

during concrete operations.

(C) PLACING CONCRETE

52. The mixed concrete shall be deposited rapidly on the subgrade to the required depth and for the

entire width of the pavement section, in successive batches and in a continuous operation without the

use of intermediate forms or bulkheads between

joints. While being placed, the concrete shall be

vigorously sliced and spaded with suitable tools to prevent formation of voids or honeycomb pockets.

The concrete shall be especially well spaded and

tamped against the forms. When the concrete is placed in two horizontal layers to permit use of steel reinforcement, the first layer shall be roughly struck

off with'a template or screed, riding on the side forms

at the correct elevation to permit placing the rein- forcement in specified position. The concrete above

the reinforcement shall be placed within 15 minutes

after the first layer has been placed. Any dust, dirt, or foreign matter which collects on the first layer

shall be carefully removed before the upper layer is placed,

53. In case of a breakdown of the mixer, involving stopping operations for more than 40 minutes,

a transverse joint shall be formed at the point

directed by the engineer, to close the section. Any

concrete in excess of that needed to complete a

section, when work is stopped for more than 40

minutes, shall not be used in the pavement.

(D) FINISHING

54. (a) General.—Experienced and skillful work- men must be employed at all times for preparing

the surface of the pavement. The concrete shall be brought to the specified contour by means of a heavy screed or template, fitted with handles,

weighing not less than 15 pounds per linear foot. This screed or template may be of steel, or of wood

shod with steel. It shall be shaped to the cross section of the pavement, and have sufficient strength

to retain its shape under all working conditions. The template or screed shall rest on the side forms

and shall be drawn ahead with a sawing motion. At transverse joints the template shall be drawn

not closer than 3 feet toward the joint, and shall then be lifted and set down at the joint and drawn

backwards away therefrom. Surplus concrete shall then be taken up with shovels and thrown ahead of the joint. 55. (b) Belting.—The concrete shall be finished by

using a belt of wood, canvas, or rubber, not less than 6 nor more than 12 inches wide, and at least 2 inches longer than the width of the pavement.

The belt shall be applied with a combined crosswise and longitudinal motion. For the first application

vigorous strokes at least 12 inches long shall be

used, and the longitudinal movement along the pavement shall be very slight. The second application of the belt shall be immediately after the water

sheen disappears, and the stroke of the belt shall be not more than 4 inches and the longitudinal

movement shall be greater than for the first belting.

56. (c) Machine finishing.—When a finishing machine is used it shall be so designed and operated

as to strike off and consolidate the concrete, elimi- nating ridges and producing a true and even surface. The operation of the machine shall be so controlled

as to keep the coarse aggregate near the finished surface of the pavement. Repeated operation of the machine over a given area is to be avoided.

57. A hand tamping template and belt must be

kept for use in case the tamping machine breaks

down.

58. (d) Longitudinal floating.—Immediately after the screeding specified under IX (D), 54 (a) has been

completed, the surface should be inspected for high

or low spots and any needed corrections made by adding or removing concrete. Rough spots should be gone over with a long-handled float and worked to proper contour and grade. The entire surface shall then be floated longitudinally, with a float board

not less than 16 feet long and 8 inches wide. This

float board shall have convenient plow handles at each end. It shall be operated by two men, one at each end, each man standing on' a bridge spanning

the pavement. The lower surface of the float board

shall be placed upon the surface of the concrete with

the long dimension parallel to the center line of the pavement. The float shall then be drawn back and

forth in slow strokes about 2 feet long, and advancing slowly from one side of the pavement to the

other. The purpose of this operation is to produce

a uniform even surface on the concrete, free from

transverse waves. The two bridges on which the workmen stand should be placed about 18 feet apart

when the length of the float is 16 feet. When the

entire width of the pavement has been floated in

this manner from one position of the bridges, they

shall be moved ahead about 12 feet so_that the next

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518.31 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

section to be floated shall overlap the one previously so floated from 3 to 4 feet. After this floating has been completed, and all transverse waves eliminated, the surface shall be finished by the belting process

specified in paragraph 55. 59. (e) Finishing at joints and tooling.—The contractor shall provide a suitable split float or split roller, having a slot to fit over expansion joints. This

device shall be so arranged as to float the surface for a width of at least 3 feet on each side of the joint

simultaneously. This device shall be used in such manner as to produce a true surface across the joint.

Edges of the pavement, at joints and side shall be

tooled for a width of 2 inches, the corners rounded

to a radius of J4 inch.

60. (J) Trueness of surface.—The finished surface

of the pavement must conform to the grade, alignment, and contour shown on the plans. Just prior to the final finishing operation, the surface shall be

tested with a light straight-edge, 10 feet in length,

laid parallel to the center line of the pavement. Any

deviation shall be immediately corrected.

61. The contractor shall be held responsible for the trueness of surface of the pavement, and shall be

required to make good any deviation from the alignment, grade, and contour shown on the plans in excess of the tolerance stipulated in this section.

X. CUEING AND PROTECTION

(A) BURLAP COVER

62. The contractor shall provide a sufficient amount of burlap or canvas for every mixer on the

job, to cover all of the pavement laid in any one

day's maximum run. Burlap or canvas cover shall be made up in sheets 12 feet wide, and 4 feet longer

than the width of the pavement. Burlap or canvas

cover shall be placed on the concrete immediately

after the final belting, and shall then be sprayed

with water in such a manner that the surface of the pavement will not be damaged. Burlap or canvas

cover shall be kept continuously moist by spraying

until the concrete has taken final set.

(B) WET EARTH COVER

63. As soon as it can be done without damaging

the concrete, the surface of the pavement shall be

covered with not less than 2 inches of earth or 6 inches

of hay or straw. This cover shall be kept continuously wet by spraying for 10 days after the concrete

is laid.

(C) SPRINKLING OR PONDING

64. The sprinkling system of curing may be used

if approved. The sprinkling equipment shall be

placed carefully, and without injuring the concrete

surface. The sprinkling system shall be so arranged,

and supplied with sufficient water at ample pressure, to keep every portion of the pavement surface continuously wet (both night and day) for 10 days

after laying the concrete. Dikes shall be constructed along both edges of the pavement, with

cross dikes where necessary, and the water flowing

off the surface of the pavement shall be collected and led to the ditches or culverts as directed by the

engineer. The contractor shall be held responsible

for any damage to the roadway, shoulders, or adjacent property by reason of escaping water.

65. The ponding system of curing may be used

at the option of the contractor. Dikes shall be

built along both edges of the pavement, with

cross dikes at sufficiently frequent intervals, and

the pavement flooded with sufficient water within the dikes to keep all portions of the pavement

surface continuously covered with water for 10 days after the concrete is laid.

(D) CLEANING

66. After 14 days the earth or other cover may

be removed. After 30 days the contractor may

use a mormon or a fresno scraper to remove the

cover, except that scrapers shall not be used within

1 foot of expansion joints. Cover within 1 foot of expansion joints must be removed by hand. Road

machines, or blade graders of the 2 or 4 wheel

type shall not be used for removing the cover.

67. After the cover has been removed, or ponds

emptied and dikes removed, the entire surface of the pavement shall be swept clean and free from

dirt and debris. Horse or motor drawn sweepers

shall not be operated on the pavement till 30 days

have elapsed after the concrete is placed.

(E) COLD WEATHER PROTECTION

68. Concrete shall not be mixed nor deposited

when the temperature is below freezing, except under

such conditions as the engineer may direct in writing. If at any time during the progress of the work the temperature is, or in the opinion of the

engineer will, within 24 hours, drop to 38°F., the water and aggregates shall be heated and precautions taken to protect the concrete from freezing

until it is at least 10 days old. In no case shall concrete be deposited upon a frozen subgrade, nor

shall frozen materials be used in the concrete.

XI. PEOHIBITION OF TEAFFIC

(A) BARRICADES

69. The contractor shall provide and maintain

substantial barricades across the pavement, with

suitable warning signs by day and by night, to prevent traffic of any kind upon the pavement

before it is 21 days old, or before the cover has been

removed. The contractor shall provide and maintain watchmen at each mixer, whenever the paving crew is not at work, who shall prevent destruction

or removal of barricades and keep traffic off the pavement.

70. No section of pavement shall be opened to

traffic until written instructions have been given by

the engineer.

(B) CROSSINGS

71. At public highway and private crossings the

contractor shall provide suitable structures to carry

the traffic across the pavement without injury to

the concrete. All such structures shall be subject

to the approval of the engineer, and he may direct

their improvement, or repair, as conditions may

require.

XH. CONDITION BEFOEE ACCEPTANCE

72. Before the road will be considered completed

in accordance with these specifications, and acceptable to the engineer, the pavement, shoulders, ditches,

back slopes, and structures shall be placed in a neat and orderly condition, conforming to the plans and

specifications in all respects. Equipment, surplus

materials, and construction ddbris of every description shall be removed from the right of way. American Concrete Institute, standard specifica- tions for two-course Portland cement concrete pave- ments for highways, serial designation S-6B-28, 1928.

I. GENERAL

1. It is the intent of these specifications to cover

the requirements for materials and construction of Portland cement concrete pavement composed of two layers of concrete made with unlike coarse

aggregates but of the same proportions.

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STONE, SAND, AND CEMENTITIOTJS MATERIALS 518.31

11. MATERIALS

2. The requirements for —

(A) Cement,

(B) Aggregates,

(a) Fine aggregate,

shall be as specified in Section II, paragraphs (A), (B), and (a) of A. C. I., serial designation S-6A-28

(given above).

3. (6) Coarse aggregate for bottom course.—Structurally sound material considered too soft for a pavement surface may be used as the coarse aggre- gate in the bottom course. It shall consist of crushed

rock, pebbles (gravel), air-cooled blast-furnace slag, chatts, or tailings. The particles of coarse aggregate

shall be of clean, durable material, free from vegetable or other deleterious substances and shall contain no fiat or elongated pieces. Note.—In many cases it will be necessary for the engineer to specify the sizes, grading, and quality of coarse aggregate in accordance with

local conditions. In every case the engineer should provide specifica- tions which will require the use of the best coarse aggregate which

is economically available. The following specifications covering

size and grading of coarse aggregate will be found applicable in most

sections of the country and are intended for use with proportions from 1 : 2 : 4 to 1 : 1-H : 3.

4. The size of the coarse aggregate shall be such

as to pass a 3-inch round opening. Coarse aggre- gate shall be uniformly graded within the limits shown in the following table, and any material which

does not come within the limits specified shall be

rejected.

Minimum Maximum

Passing 3-ineh round opening Per cent10082

15

Per cent

Passing 2-inch round opening

Passing h-inch round opening

Passing k-inch sieve

95

25

5

5. (c) Coarse aggregate for top course.—Shall consist of crushed rock, pebbles (gravel), air-cooled blast-furnace slag, chatts, or tailings. The particles of coarse aggregate shall be of clean, hard, tough

durable material, free from vegetable or other dele- terious substances, and shall contain no soft or elongated pieces. The crushed rock shall wear not more than 6 per cent when subjected to the standard

Deval abrasion test. When subjected to the abrasion test described in United States Department of Agriculture Bulletin 1216 (see 510, p. 187) pebbles

shall show a loss of not more than 12 per cent.

6. The size of the particles shall be such that at

least 95 per cent shall pass a 1-inch round opening

and not more than 5 per cent shall pass a %-inch

sieve, with all the intermediate sizes retained.

7. The requirements for crushed rock, pebbles

(gravel), air-cooled blast-furnace slag and chatts or

tailings shall be as specified in Section II (B) (6) of A. C. I. specification, S-6A-28 (given above).

8. The requirements for

(d) Mixed aggregate.

(C) Water,

(D) Reinforcement.

(E) Joint filler, (F) Shoulders,

shall be as specified in Section II, (B), (C), (D), (E), (F) of A. C. I. serial designation S-6A-28.

HI. SUBGRADE

9. The requirements for subgrade, including

(A) Fine grading,

(B) Preparation and maintenance of subgrade,

(C) Checking and acceptance of subgrade,

(D) Special treatment,

shall be as specified in Section III, (A), (B), (C), (D)

of A. C. I. serial designation S-6A-28.

IV. FORMS

10. The requirements for

(A) Materials,

(B) Setting,

shall be as specified in Section IV, (A) and (B) of A. C. I., S-6A-28.

V. PAVEMENT SECTION

11. Width and thickness of concrete pavement

and the depth of the top and bottom courses shall, be as shown on the plans for the improvement.

VI. JOINTS

12. The requirements for joints, including

(A) Transverse expansion joints,

(B) Longitudinal expansion joints,

(C) Transverse construction joints,

(D) Longitudinal construction joints, shall be as specified in Section VI, (A), (B), (C),

(D) of A. C. I., S-6A-28.

VH. WATER SUPPLY

13. The requirements for —

(A) Equipment,

(B) Priority to water supply,

shall be as specified in Section VII, (A) and (B) of A. C. I., S-6A-28.

Vm. PROPORTIONING AND MIXING CONCRETE

(A) PROPORTIONING

14. (a) Measuring materials.—The method of measuring the materials for the concrete, including

water, shall be such as to insure the required proportions of each of the materials as directed by these

specifications. One sack of Portland cement (94

pounds net) shall be considered 1 cubic foot.

15. (b) Proportions.—The concrete in both the

top and bottom course shall be proportioned 1 sack

of Portland cement, not more than cubic feet of

fine aggregate, and not more than cubic feet of coarse aggregate. A cubic yard of concrete in

place, measured between neat lines, must contain

barrels of Portland cement. The engineer shall compare the calculated amount of cement required

by these specifications and tables with the amounts

actually used in each section of concrete feet

long, or between successive transverse joints. If the amount of cement actually used in the pave- ment varies from the specified amount by more than

3 per cent for any section, the engineer may require the proportions of the concrete to be adjusted so as

to use the specified amount of cement. If it is found that the amount of cement used in any sec- tion is 92^2 per cent or less, of the specified quantity,

the contractor shall be required to remove such sec- tion or sections, and replace them with concrete made in accordance with these specifications.

Such removal and replacement shall be done at the

expense of the contractor.

16. The contractor may, at his option, construct

the top course of mortar composed of cement and

fine aggregate mixed in the proportion of 1 sack of cement to __ cubic feet of fine aggregate.

17. The requirements for

(B) MIXING

(a) Operation of mixer,

(b) Retempering,

(c) Central mixing plants,

(d) Consistency,

385
518.31 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

shall be as specified in Section VIII, paragraphs

(B), (a), (6), (c), (d) of A. C. I., S-6A-28.

IX. PLACING CONCRETE AND REINFORCEMENT

18. The requirements for

(A) INSPECTION OF SUBGEADE

shall be as specified in Section IX, (A) A. C. I., S-6A-28.

(B) PLACING REINFORCEMENT

19. Steel fabric reinforcement of the size and

weight shown on the plans shall be placed between

the bottom and top courses, unless otherwise indi- cated. Fabric shall extend to within 2 inches of sides and ends of slabs. All laps of fabric sections

shall be not less than the spacing of members in the direction lapped. Steel bar reinforcement shall be placed between the top and bottom courses

unless otherwise indicated on the plans. Transverse bars shall extend to within 3 inches of the margins of the pavement. Bar reinforcement shall be placed and securely supported in correct position before any concrete is laid. All intersections of longitudinal and transverse bars shall be securely

wired or clipped together to resist displacement

during concreting operations.

(C) PLACING CONCRETE

20. The mixed concrete shall be deposited rapidly on the subgrade to the required depth and for the

entire width between longitudinal joints, without

the use of intermediate forms or bulkheads between

joints. While being placed the concrete shall be

vigoroulsy sliced and spaded with suitable tools, to eliminate voids or honeycomb pockets. The concrete shall be especially well spaded and tamped

adjacent to forms, bulkheads, and curbs. The bot- tom course shall be struck off at the correct eleva- tion with a template, or screed riding on the side forms. The top course shall be placed within 15 minutes after the bottom course was placed. Any

dust, dirt, or foreign matter which collects on the

surface of the bottom course shall be carefully

removed before the top course is placed.

21. Whenever, because of a breakdown or for any

other reason operations will be stopped for more

than 40 minutes, a transverse joint shall be formed

at the point directed by the engineer, to close the

section. Both the top and bottom courses shall be

completed to this joint. Any concrete in excess

of that needed to complete a section, when work is stopped for more than 40 minutes, shall not be used

in the pavement.

22. The requirements for

(D) FINISHING

(a) General,

(b) Belting,

(c) Machine finishing,

(d) Longitudinal floating,

(e) Finishing at joints and tooling,

(/) Trueness of surface,

shall be as specified in Section IX, (D) (a), (6), (c), (d), (e), (/) of A. C. I., S-6A-28.

X. CURING AND PROTECTION

23. The requirements for

(A) Burlap cover, (B) Wet earth, (C) Sprinkling or ponding,

(D) Cleaning,

(E) Cold weathei protection,

shall be as specified in Section X, (A), (B), (C), (D),

(E) of A. C. I., S-6A-28.

XI. PROHIBITION OF TRAFFIC

24. The requirements for—

(A) Barricades,

(B) Crossings,

shall be as specified in Section XI, (A) and (B) of A. C. I., S-6A-28.

XII. CONDITION BEFORE ACCEPTANCE

25. The condition before acceptance shall be as

specified in Section XII, of A. C. I., S-6A-28.

American Concrete Institute, standard specifica- tions for one-course Portland cement concrete

street pavement, serial designation S-6C—28, 1928.

I. GENERAL

1. It is the intent of these specifications to cover

the requirements for the materials and construction

of Portland cement concrete street pavement

wherein the concrete is of uniform proportion from

top to bottom of slab. H. MATERIALS

2. Materials shall meet the requirements given

in A. C. I. serial designation S-6A-28 (given above),

under Section II in paragraphs

(A) Cement,

(B) Aggregates,

(C) Water,

(D) Reinforcement,

(E) Joint filler.

LTI. SUBGRADE

3. Subgrade will be considered as that portion of the highway upon which the pavement is to be

placed.

(A) PREPARATION AND MAINTENANCE

4. Preparation and maintenance shall meet the requirements given in III subgrade, paragraph (B)

of A. C. I., S-6A-28.

(B) CHECKING AND ACCEPTANCE

5. Just before the concrete pavement is placed the subgrade shall be checked by means of an approved

scratch template when the crown is secured by

screeding or with stakes or T's when the crown is obtained by luting. All high places shall be removed

to true grade and any low places filled with suitable material and rolled or hand tamped until smooth and

firm. The subgrade shall be checked and completed

in accordance with these requirements for a distance

of not less than 100 feet in advance of the concrete.

If hauling over the subgrade after it has been finished and checked as above specified results in ruts or other objectionable irregularities, the contractor

shall reroll or hand tamp the subgrade and place it in smooth and satisfactory condition before the pave- ment is deposited upon it. If the condition of the subgrade is such that it can not be placed in satis- factory condition to receive the pavement, placing

pavement may be stopped by the engineer unless the

contractor can provide and haul over suitable trackways or use other means for the protection and

maintenance of the subgrade.

(C) AGGREGATES ON THE SUBGRADE

6. Neither fine nor coarse aggregates shall be

deposited upon the subgrade before the subgrade has been shaped and brought to the true finish.

386
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.31

(B) SPECIAL TREATMENT

7. (Special treatment may be specified for certain subgrades, such as sand, gumbo, adobe, and other

materials, which can not be satisfactorily pre- pared by the methods specified in the foregoing

paragraphs.)

IV. ADJUSTING STREET STRUCTURES

8. Manhole and catch basin covers, valve boxes,

and similar existing structures within the area to be

paved shall be adjusted by the contractor to come

flush with the pavement surface.

V. FORMS

(A) MATERIALS

10. (a) Wooden forms shall be straight, dressed on

at least one side, not less than 2 inches in thickness,

and equal in width to the depth of the concrete which

is to be placed against them. Wooden forms shall be

held in place by stakes driven into the ground along

the outside edge at intervals of not more than 6 feet, two stakes being placed at each joint. The forms

shall be firmly nailed to the side stakes and braced

to resist the pressure of the concrete or the impact of tamping.

11. (6) Metal forms shall be of shaped steel sections. They shall be straight, have a depth equal

to the depth of the concrete to be placed against

them, and sufficient strength to resist without

springing the working strains to which they are

subjected.

(B) SETTING

12. Forms shall be set to exact grade and alignment at least 200 feet in advance of the point where

concrete is being deposited. Forms shall be thor- oughly cleaned and oiled before concrete is placed

against them. Forms in place will be subject to check and correction of fine or grade at any time.

VI. JOINTS

(A) GENERAL

13. The joints to be formed shall be transverse or longitudinal. They shall be tested during and after finishing with a 10-foot straightedge and any irregularities in the surface shall be immediately corrected.

14. All joints shall extend through the entire thickness of the pavement, shall be perpendicular

to the surface of the pavement, and be edged to a

radius of one-fourth inch.

(B) TRANSVERSE EXPANSION JOINTS

15. Transverse expansion joints shall be placed

across the pavement perpendicular to the center line. They shall be three-eighths inch wide and spaced

35 feet apart between intersections. A bulkhead,

cut to the exact cross section of the pavement, shall be securely staked in place at right angles to the

center line and surface of the pavement. The pre- molded joint filler shall be placed against the bulk- head and held in position by pins on which there

is an outstanding lug. Before the bulkhead is re- moved, concrete shall be deposited on both sides of

it. After the concrete has been brought to the proper crown, the bulkhead shall be removed by

lifting it slowly from one end and replacing it with

concrete as it is lifted so that the joint filler will be

left in the correct position.

16. When expansion joints are made at the end

of the day's work they shall be formed by finishing the concrete to the bulkhead, placed as before specified. When work is resumed the joint filler shall be

placed against the hardened concrete and held in position by pins until fresh concrete is placed

against it. 17. In pavements with integral curb the joints

shall be continuous in a straight line through pave- ment and curb.

18. Expansion joints in intersections shall be

located as shown on the plans or as directed by the

engineer.

19. Before the pavement is opened to traffic the

joint filler shall be trimmed off to a uniform height

of one-fourth inch above the surface of the pavement.

(C) LONGITUDINAL EXPANSION JOINTS

20. The requirements for longitudinal expansion

joints shall be as specified in VI, joints, paragraph

(B) of A. C. I., S-6A-28.

(B) TRANSVERSE CONSTRUCTION JOINTS

21. The requirements for transverse construction

joints shall be as specified in VI, joints, paragraph

(C) , of A. C. I., S-6A-28.

(E) LONGITUDINAL CONSTRUCTION JOINTS

22. These joints, located as shown on the plans,

shall divide all pavements 30 feet or more in width. When the whole width of the pavement is placed

in one operation longitudinal joints shall be formed

by embedding in the pavement a strip of galvanized

or painted 18 gage, corrugated sheet metal 1 inch

less in depth than the depth of the pavement at the

joint. The metal shall be accurately staked to line and grade by means of pins driven vertically through

holes provided for that purpose at not more than 4- foot intervals. The pins shall be of mild steel onefourth inch in diameter and at least 15 inches long,

and shall be left in place. The metal strips may be

of any length. Punched or cut holes shall be provided

in the strips at 5-foot intervals to receive ^-inch

round tie bars. The metal shall be carefully placed

in the proper location and be vertical when the concrete is deposited about it. 23. When the pavement is built in successive longitudinal strips, longitudinal joints shall be

formed by painting the edge of sections first built with bituminous paint and depositing the concrete

in adjacent section against the painted edge.

24. Deformed bars having a sectional area of not

less than 0.196 square inch and 4 feet long shall be

placed at 5-foot intervals across all longitudinal joints

extending 2 feet into the concrete on either side of the joint.

(F) MANHOLE AND CATCH-BASIN COVERS

25. Manhole and catch-basin covers and all other

fixed objects in the pavement shall be separated from

the concrete by joint filler. VC. WATER SUPPLY

(A) FROM CITY MAINS

26. Water taken from the city mains shall be paid

for by the contractor at the rate of per thou- sand gallons.

(B) PRIORITY TO WATER SUPPLY

27. The concrete pavement in place, for 10 days

after laying, and subgrade preparation, shall have

prior rights to the water supply. If it should develop

that there is not sufficient water for all purposes the

concrete mixer shall be shut down until the water

needs of the curing and subgrading operations have

been cared for.

387
518.31 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Vm. PROPORTIONING AND MIXING CONCRETE

28. The requirements for —

(A) Proportioning.

(a) Measuring materials.

(i>) Proportions.

(B) Mixing.

(a) Operation of mixer,

(b) Retempering,

(c) Central mixing plants,

(d) Consistency,

shall be as specified under VIII, Proportioning and

Mixing Concrete, in A. C. I., S-6A-28.

IX. PLACING CONCRETE AND REINFORCEMENT

(A) INSPECTION OF SUBGEADE

29. (a) Rechecking subgrade.—Immediately before

placing concrete, or any type of reinforcement, the subgrade shall be rechecked by the means provided

in Section III (B) of these specifications. 30. The requirements for

(6) Condition of subgrade,

(B) PLACING REINFORCEMENT

shall be as specified in Section IX, (b) (B), A. C. I., S-6A-28.

(C) PLACING CONCRETE

Substantially the same as section IX, (C), in A. C. I., S-6A-28.

X. FINISHING

Same as IX (D) (a), A. C. I., S-6A-28, with the

following in addition:

35. After the concrete has been struck off the template shall be used as a tamp. In this operation one end of the template shall rest on the side support

while the other is lifted and dropped, advancing at such a rate that the whole pavement is struck at

least once. The opposite end shall then be lifted and

dropped and advanced in the same manner. In no

case shall either end be advanced more than 1 foot ahead of the other.

36. Or the correct pavement contour may be se- cured by the use of a lute, in that case steel grade

stakes provided with lugs shall be driven into the subgrade with the top of the lugs accurately set at the elevation for the finished pavement. These stakes

shall be set at intervals of 10 feet along the subgrade

and in a straight line perpendicular to the center line of the pavement, one at the center line and one at at each quarter point and at as many additional points as the engineer may direct. The concrete

shall then be spread to the elevation indicated by the

stakes.

37. Cement mortar gathered from the surface of the concrete already placed shall not be used in fill- ing boot tracks or stony areas, but such imperfections shall be dug out and refilled with concrete to the depth of the reinforcing and worked smooth. No

workmen shall then be allowed to walk over the area so completed.

38. The requirements for

(B) Belting,

(C) Finishing at joints and tooling,

(D) Longitudinal floating, (E) Trueness of surface,

shall be as specified in Section IX, paragraphs (D),

(b), id), (e), (/), of A. C. I., S-6A-28.

XI. CURING AND PROTECTION

39. The requirements for

(A) Burlap cover,

(B) Wet earth,

(C) Sprinkling,

(D) Ponding,

shall be as specified in Section X, (A), (B), and

(C) , of A. C. I., S-6A-28.

(E) CLEANING

42. The requirements for cleaning and for

(F) COLD WEATHER WORK

shall be as specified in Section X, (D), and (E) of S-6A-28.

Xn. PROHIBITION OF TRAFFIC

(A) BARRICADES

44. The requirements for barricades shall be as

specified in Section XI, (A), of S-6A-28.

Xm. CONDITION FOR ACCEPTANCE

Substantialy the same as XII of A. C. I., S-6A-28.

American Concrete Institute, standard specifica- tions for two-course Portland cement concrete

street pavement, serial designation S-6D-28, 1928.

I. GENERAL

1. It is the intent of these specifications to cover

the requirements for the materials and construction

of Portland cement concrete street pavements

composed of two layers of concrete made with

unlike coarse aggregates but of the same proportions. H. MATERIALS

2. The requirements for—

(A) Cement,

(B) Aggregates,

(a) Fine aggregates,

shall be as specified in Section II, (A), (B), and

(a) of A. C. I., serial designation S-6A-28 (given

above)

.

3. The requirements for

(6) Coarse aggregate for bottom course,

(c) Coarse aggregate for top course,

shall be as specified in Section II, (6) and (c) of (B) in A. C. I., serial designation S-6B-28 (given

above).

4. The requirements for

Crushed rock, Pebbles (gravel), Air-cooled blast-furnace slag, Chatts or tailings, and for

(d) Mixed aggregates,

(C) Water,

(D) Reinforcement,

(E) Joint filler, shall be as specified in Section II, of A. C. I., S-6A-28.

ILT. SUBGRADE

5. The requirements for subgrade, including

(A) Preparations and maintenance of subgrade,

(B) Checking and acceptance of subgrade,

(C) Aggregates on subgrade,

(D) Special treatment,

shall be as specified in Section III, (A), (B), (C), (D) , of A. C. I., S-6A-28.

388
STONE, SAND, AND CEMENTTTTOUS MATERIALS 518.31

IV. ADJUSTING STREET STRUCTURES

6. Manhole and catch-basin covers, valve boxes,

and similar existing structures within the area to be paved shall be adjusted by the contractor to come flush with the pavement surface.

V. FORMS

7. The requirements for

(A) Materials,

(a) Wooden forms,

(6) Metal forms,

(B) Setting,

shall be as specified in Section V, of A. C. I., S-6C-28

(given above)

.

VI. JOINTS

8. The requirements for

(A) General,

(B) Transverse expansion joints,

(C) Longitudinal expansion joints,

(D) Longitudinal construction joints,

(E) Manhole and catch-basin covers,

shall be as specified in Section VI, (A), (B), (C), (E), and (F), of A. C. I., S-6C-28.

VH. WATER SUPPLY

9. The requirements for

(A) Water taken from the city mains,

(B) Priority to water supply,

shall be as specified in Section VII, of A. C. I., S-6C-28.

VHL PROPORTIONING AND MIXING CONCRETE

10. The lequirements for

(A) Measuring materials,

(B) Proportions,

(a) Proportioning concrete with

mixed aggregates,

(C) Mixing,

(D) Retempering,

(E) Central mixing plants,

(F) Consistency,

shall be as specified in Section VIII, of A. C. I., S-6B-28.

IX. PLACING CONCRETE AND REINFORCEMENT

11. The requirements for

(A) Inspection of subgrade,

(B) Condition of subgrade,

(C) Placing reinforcement,

shall be as specified in Section IX, (A), (B) of A. C. I., S-6B-28.

(D) PLACING CONCRETE

Substantially the same as IX (C), A. C. I., S-6A-28.

X. FINISHING

14. The requirements for

(A) Leveling surface,

shall be as specified in Section X, (A) of A. C. I., S-6C-28.

The requirements for

(B) Belting,

(C) Longitudinal floating,

(D) Finishing at joints and tooling,

(E) Trueness of surface, shall be as specified in Section IX, paragraphs

(D), (6), (d), (e), (/), of A. C. I., S-6A-28.

XI. CURING AND PROTECTION

15. The requirements for

(A) Burlap cover,

(B) Wet earth,

shall be as specified in Section X, (A), and (B) of

A. C. I., S-6A-28.

16. The requirements for

(C) Sprinkling,

(D) Ponding,

(E) Cleaning,

(F) Cold weather work,

shall be as specified in Section X, (C), (D), (E) of A. C. I., S-6A-28.

XII. PROHIBITION OF TRAFFIC

17. The requirements for

(A) Barricades,

shall be as specified in Section XI, of A. C. I., S-6A-28.

Xm. CONDITION FOR ACCEPTANCE

18. The requirements are substantially the same

as in Section XII, A. C. I., S-6A-28.

American Society for Municipal Improvements,

specifications for Portland cement concrete pavements, February 1, 1926. Introduction.—These specifications are intended

to cover average conditions for concrete and rein- forced concrete pavements. Throughout the specifications certain minimum requirements, which

have been known to give satisfactory results for average conditions, are used. For other conditions

of traffic and for unusual conditions of subgrade

and drainage it will be necessary for the engineer

to make provisions for such conditions by increasing the requirements for the thickness of pavement

and the quantity of reinforcement.

I. RECOMMENDATIONS ON DESIGN

The principles of the design of concrete pavements

as outlined herein have been evolved gradually from

independent sources by observation, experiment,

and theoretical considerations, and are assembled

in this section for the convenience and guidance

of the engineer. While the equations are based on

sound physical principles, they are in reality only

reasonably safe approximations when applied to concrete slabs.

1. Pavement cross section.—It is recommended

that the thickness of all pavement slabs for a dis- tance of at least 2 feet from any unsupported edge

over which maximum wheel loads may pass be not

less than that determined by the following equation:

<=Vf (i>

in which t •= thickness of slab in inches. P= maximum wheel load in pounds.

/=allowable fiber stress of concrete in tension, pounds per square inch. The maximum wheel load to be provided for is one-third of the total weight of the loaded truck, on

the assumption that two-thirds of the total load is distributed over the rear axle and that the tread of each rear wheel bears one-half of the rear axle load. The allowable fiber stress of the concrete should not be greater than one-half of the modulus of rupture.

The modulus of rupture should be determined on

test specimens of the concrete as mixed for the work.

389
518.31 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

For concrete complying with the minimum require- ments of these specifications (Sec. V, pars. 16 to 19), a modulus of rupture not greater than 500 lbs. /in. 2 may be assumed, so that / would be 250 lbs. /in. 2 The thickness of the slab at a distance of 4 feet or more from an unsupported edge may be reduced to seven-tenths of t, or the thickness may be repre- sented by a double parabolic curve decreasing from

t at the unsupported edge to seven-tenths of t at the

center.

2. Width and length of pavement slabs. —The width

of the pavement is necessarily determined by traffic and economic conditions. It is recommended that when conditions do not justify the paving of the whole area of the street between curbs the mini- mum width of pavement shall be 20 feet. It is rec- ommended that the maximum size of slabs of plain concrete shall be 20 feet in width by 25 feet in length,

and of reinforced concrete 20 feet in width by 60

feet in length.

3. Reinforcement.—It is recognized that one of the

functions of steel in pavement slabs is to prevent the widening of contraction cracks, and it is believed that the steel may also aid in the prevention or dimi- nution of cracks formed during the period of curing.

The relief of the first condition may be accomplished

by using sufficient steel, so that when contraction

of the slab takes place the steel across a crack or

joint, located midway between the edges or joints, will not be over stressed because of the friction developed between the pavement and subgrade.

It is recommended, therefore, that the area of both

transverse and longitudinal steel be proportional in accordance with the following equation,

in which As =effective cross-sectional area of steel in square inches per foot of length

or width of section.

Z-= distance between transverse joints

when computing longitudinal steel or the distance between longitu- dinal joints when computing trans- verse steel. 23= weight of concrete slab per square

foot. /s = allowable stress of steel used.

c =the coefficient of friction of concrete on the subgrade soil (a coefficient of 2.0 is recommended). (See Goldbeck, "Friction Tests of Concrete on Various Sub-bases," Highway

Engineer and Contractor, August,

1924, p. 29.)

If a longitudinal joint with bonded dowel bars

is used, I should be taken as the full width of the pavement or the width between longitudinal joints

having no such bonded dowels. In other words,

I, in any case, should be taken as the distance between margins where free contraction may occur.

It is recommended that the allowable working

stresses shall not exceed 25,000 lbs. /in.2 for wire

fabric or 18,000 lbs. /in. 2 for deformed bars.

(a) Fabric reinforcement.—Parallel members of the fabric shall be spaced not less than 4 nor more

than 12 inches. No member shall have an effective area of less than 0.028 of a square inch. Adjacent

sheets shall be lapped not less than one-half of the width of the spacing, provided that, in all cases, the edge members of each sheet parallel to the lap

shall overlap at least 1 inch.

(b) Bar mats.—No member shall have an effective cross-sectional area of less than 0.11 of a square

inch. Members shall be spaced not more than 18

inches apart in either direction. Bars shall be lapped not less than 30 diameters.

H. MATERIALS

4. Cement.—See A. S. T. M., C9, 516.11, page 294.

5. Concrete aggregates.—See A. S. T. M., C33-28T,

512.13, page 237. Crushed stone shall have a per

cent of wear of not more than 6.5 as determined bv

A. S. T. M., D2. (See 510, p. 182.)

6. Water.—Water for concrete shall be clean and

free from injurious amounts of oils, acids, alkalis, or other deleterious substances. Test specimens

of mortar made from the materials and the water to be used in the work shall develop a tensile or compressive strength at seven days not less than that developed by the same materials and distilled water.

7. Reinforcement.—Reinforcing materials shall be

either cold-drawn steel wire fabric or deformed steel

bars,' structural grade.

(a) Wire fabric shall consist of sheets or strips

manufactured for the purpose. The steel wire

shall comply with the standard specifications for cold-drawn steel wire for concrete reinforcement,

serial designation A82 of the American Society for Testing Materials. Intersecting members shall be

rigidly welded at right angles in such a manner as to develop the full tensile strength across the weld.

(6) Deformed bars shall be made by either the Bessemer or the open-hearth process, and shall be

rolled from new billets. No rerolled material will be accepted. The chemical properties, tensile properties, and bend-test requirements shall conform

to the standard specifications for billet-steel concrete reinforcement bars, serial designation A15-14, structural grade, of the American Society for Testing

Materials.

8. Joint fillers shall be either semisolid bituminous

compounds which shall be heated and poured into the j oints orpremolded bituminous composition strips. Poured fillers.—(o) Oil asphalt.—Similar to A. S. T. M. D241-26T, 505.15, page 150.

(6) Asphalt grout shall consist of an intimate

mixture of asphalt and fine sand. The asphalt shall comply with paragraph 8 (d) of these specifications.

The sand shall pass a 10-mesh sieve. The materials

shall be heated separately to between 300° and

400° F. The hot sand shall be run into a measured

volume of hot asphalt. The volume of sand shall not exceed the volume of asphalt, and, in general,

volume proportions of 3 parts of asphalt to 2 parts of sand will will be found satisfactory. The contents

of the mixing receptacle shall be thoroughly mixed

with a rake or hoe.

(c) Asphalt mastic shall be composed of an

intimate mixture of from 30 to 50 per cent of limestone dust and from 50 to 70 per cent of asphalt

by weight. The asphalt shall comply with para- graph 8 (d) of these specifications. The limestone dust shall be free from lumps or balls or any foreign material; not less than 85 per cent shall pass a

100-mesh sieve and not less than 65 per cent shall pass a 200-mesh sieve. The asphalt mastic may be

either prepared on the job or shipped ready for use. When it is prepared on the job the ashalt shall be

heated to between to 350° and 400° F., and the proper amount of limestone dust then added cold. The mixture shall then be mixed by agitation with a

spade or hoe.

(d) Asphalt for grout or mastic shall be homogeneous and free from water. It shall meet the

following requirements for physical or chemical

properties

:

I. Penetration at 25° C. (77° F.) 100 g, five seconds, 85-100. Material delivered under one

contract shall not vary more than 10 points either way from the penetration called for by the engineer.

II. Flash point (open-cup), not less than 177° C.

(350° F.). III. Loss at 163° C. (325° F.) in five hours, not more than 3 per cent. Reduction in penetration of

390
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.31

residue at 25° C. (77° F.), 100 g, five seconds, not more than 50 per cent of the original penetration. IV. Ductility at 25° C. (77° F.), not less than

30 cm.

V. Proportion of bitumen soluble in carbon

tetrachloride, not less than 99 per cent. F'remolded joint filler.—(e) The strips of filler shall correspond in thickness to the width of joint

specified; the width of the strips shall be at least 1 inch greater than the depth of the pavement and the length shall be not less than 4 feet. The joint

strips shall be of such character that they will not be deformed by ordinary handling during the hot summer months or become hard and brittle in cold weather. Thin strips of stiffener will be allowed. The bitumen shall be uniformly impregnated with

suitable filler, to reduce the brittleness at low temperatures to a minimum. The premolded joint filler shall comply with the requirements under the heading "Physical properties" of American Association

of State highway Officials specification for premolded

expansion joints. (See 505.15, p. 150.) m. PAVEMENT SECTION

10. Width, thickness, and crown of the pavement

shall be as shown on the plans for the improvement.

In no case shall the thickness of concrete pavement

be less than 6 inches.

IV. FORMS

11. General.—Steel forms shall be used when

practicable. Steel or wooden forms shall be free from warp and of sufficient strength to resist springing out of shape. If wooden forms are used they

shall be capped with a metal strip. Forms once used

shall be thoroughly cleaned before being used again.

12. Setting.—Forms shall be well staked on hubs

placed not more than 4 feet on centers and driven

well into the ground so that the forms shall hold

firmly to established line and grade. The inside of forms shall be coated with mineral oil or thoroughly

wetted before depositing concrete. Special pre- cautions shall be taken to prevent the leakage of mortar through or under the side forms.

13. Removal.—Forms shall not be disturbed until the concrete is adequately hardened, and in no case

shall the forms be removed in less than 24 hours

after the concrete has been deposited.

V. PROPORTIONS

14. Cement and aggregates.—The proportions

shall be 1 bag of cement to parts by volume of

fine aggregate to parts by volume of coarse aggregate as specified by the engineer.

15. The quality of the concrete shall be measured by its workability as determined by the slump

test or other accepted tests for workability, and by

its compressive strength at 28 days as determined

by compression tests of the concrete to be used, or by other methods of test which may be adopted by

the American Societ3T for Testing Materials for the determination of quality of concrete in road slabs.

16. The proportions shall not be less than 1 part

by volume of cement to 2 parts by volume of fine aggregate to 4 parts by volume of coarse aggregate.

17. The compressive strength of the concrete mixed in the proportion 1:2:4 shall be not less than

2,500 lbs. /in.2 at 28 days. The test specimens shall be made in accordance with A. S. T. M. C31. (See

516.0, p. 282.)

18. For concrete designed and mixed in proportions other than 1:2:4 the compressive strength

shall be specified by the engineer in charge of the work.

19. Water.—The proportion of water to be used

shall be determined by the slump test, in A. S. T. M.

D138. (See 516.0, p. 286.) The quantity of water

used shall be such that the maximum slump shall not exceed:

Inches Hand finished pavement Machine finished pavement 1

VI. MIXING CONCRETE

20. In handling the measuring materials for the

concrete, including water, methods shall be used

which will insure complete separation of the materials at all times until the materials are brought

together in the mixer. Cement shall be either emptied directly from bags into the charging skip

or conveyed to the mixer in compartments separated

from the aggregate and provided with a water-tight

cover. Aggregates shall not be piled on the pre- pared subgrade. The unit of measure shall be the

cubic foot of 94 pounds of cement (1 bag or onefourth barrel shall be considered as 1 cubic foot). The methods of handling and measuring shall be

such as to insure uniform proportions throughout

the work.

21. Mixing.—The mixing of concrete shall be

done in a batch mixer of approved type which will insure a uniform distribution of the materials throughout the mass so that the mixture is uniform

in color and homogeneous. The mixer shall be

equipped with suitable charging hopper, waterstorage tank, and a water-measuring device controlled from a case which can be kept locked and so constructed that the water can be discharged only

while the mixer is being charged. It shall also be

equipped with an attachment for automatically

locking the discharge lever until the batch has been

mixed the required time after all materials are in the mixer. The entire contents of the drum shall be discharged before recharging The mixer shall be cleaned at frequent intervals while in use. The

volume of the mixed material per batch shall not

exceed the manufacturers' rated capacity of the

mixer. The mixing of each batch shall continue not less than one minute after all the materials

are in the mixer.

22. Retempering.—Retempering of mortar or concrete which has partially hardened—that is, remixing

with or without additional materials or water—will not be permitted.

VE. DEPOSITING CONCRETE

23. General. —Immediately prior to placing the

concrete, the subgrade shall be brought to an

even surface and checked with an approved templet

before any concrete is laid. The subgrade shall be

thoroughly wetted from 6 to 12 hours before placing concrete to prevent absorption of water from the

concrete, but shall show no pools of water where

the concrete is being laid. 24. Placing reinforcement.TM—If steel reinforce- ment is used it shall be of the effective area and

spacing shown on the plans for the improvement.

The reinforcement shall be so placed that it shah

be 2 inches below and parallel to the finished surface of the pavement and shall extend to within

2 inches of the sides and ends of the pavement

slabs.

(a) Fabric reinforcement shall be placed on a

first layer of concrete which has been struck off at the correct elevation to permit the location of the

fabric in the position specified. Adjacent sheets

shall be lapped not less than one-half of the width

of the spacing, provided that, in all cases, the edge

members of each sheet parallel to the lap shall overlap at least 1 inch.

74 The use of reinforcement is optional with the engineer. If reinforcement is not specified the sections between brackets should

be omitted. 100925°—30 26 391
518.31 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

(6) Bar mats shall be made up in sections of the proper length and width and shall be placed before any concrete is deposited. The bars shall be free from scale, oil, excessive rust, or other deleterious substances. In the construction of the mat,

accuracy of bending is essential Members shall be fastened together at each intersection by means

of a spring steel clip or other device which will not

loosen or permit the bar to rotate. Bars shall be

rigidly supported on approved chairs, bends, or stir- rups. Bars shall be lapped not less than 30 diameters.

25. Depositing.—The mixed concrete shall be

deposited rapidly on the subgrade to the required

depth and for the entire width of the pavement

section, in successive batches and in a continuous

operation, without the use of intermediate forms or bulkheads between joints. While being placed the concrete shall be vigorously sliced and spaded with

suitable tools to prevent the occurrence of voids or honeycomb pockets. The concrete shall be

especially well spaded and tamped against the forms

When the concrete is placed in two horizontal

layers to permit use of steel fabric, the first layer

shall be roughly struck off with a templet or screed, riding on the side forms, at the correct elevation to permit placing the reinforcement in specified

position. The concrete above the reinforcement

shall be placed within 15 minutes after the first layer has been placed. Any dust, dirt, or foreign matter which collects on the first layer shall be

carefully removed before the upper layer is placed.

26. In case of a breakdown of the mixer, involv- ing stopping operations for more than 40 minutes, a transverse joint shall be formed at the point

directed by the engineer. Any concrete in excess

of that needed to form this joint shall not be used in the pavement.

27. Freezing.—In no case shall concrete be placed

upon a frozen subgrade nor shall it be mixed and

placed when the atmospheric temperature is below

freezing. If at any time the air temperature is likely to drop to or is already 38° F., the concrete

shall not be mixed or deposited unless the mix can be brought to a temperature of not less than 50° F. nor more than 100° F. Concrete shall be maintained

at a temperature of not less than 50° F. for a period

of not less than 72 hours after placing.

28. Transverse expansion joints.—Transverse

joints shall be formed perpendicular to the surface

of the pavement and at right angles to the axis of the pavement, at the end of any run, and at such

points as may be indicated on the plans, provided

that no section shall be less than 15 feet in length.

The joints shall be not less than one-half inch and

not more than three-fourths inch in width and shall extend the full width and depth of the slab. The

joints shall be filled either with poured asphaltic filler or with premolded composition strips set in place.

(a) Poured filler shall be applied after the concrete has acquired its final set. The joint opening

must be free from all foreign material, open to the

full depth, and the faces shall be clean and dry when

the hot filler is applied. The poured filler shall have a temperature of between 325° and 400° F. when poured into the joint. As the filler cools and

subsides in the joint additional material shall be

added in order that the joint will be flush full when the poured filler has cooled to the prevailing

atmospheric temperature.

(6) Premolded joint strips shall be set in place before the concrete is deposited. They shall be

held against a rigid form so that the concrete can be

worked against them without displacement and the form shall be such that it can be removed without

lifting the joint from the subgrade.

29. Longitudinal expansion joints.—Longitudinal

joints shall be formed perpendicular to the surface

and parallel to the axis of the pavement. The

width of the joints and the method of joint filling shall be the same as specified for transverse expansion joints. 30. Construction joints—that is, joints built in the pavement for any other purpose than that of providing for the simple forces of expansion and

contraction—shall be butt joints, dowel joints, or metal strip tongue-and-groove joints, as shown on

the plans for the improvement. VIH. FINISHING CONCRETE

31. Finishing, general.—The concrete pavement

shall be finished either (a) by screening and belting,

(6) by a finishing machine, or (c) by luting and

belting" or floating.

(ai) Screeding.—The concrete shall be brought to the specified contour by means of a heavy screed or templet, fitted with handles, weighing not less than

15 pounds per linear foot. This screed or templet

may be of steel or of wood shod with steel. It

shall be shaped to the cross section of the pavement

and have sufficient strength to retain its shape under

all working conditions. The templet or screed shall rest on the forms and shall be drawn ahead with a sawing motion to within not less than 3 feet of the

next transverse joint, when it shall be lifted, set down at the joint, and drawn backward away there- from. Surplus concrete shall then be taken up with

shovels and thrown ahead of the joint. (o2 ) Belting.—The concrete shall be finished by

using a belt of wood, canvas, or rubber, not less than 6 nor more than 12 inches wide and at least 2

feet longer than the width of the pavement. The

belt shall be applied with a combined crosswise and

longitudinal motion. For the first application

vigorous strokes at least 12 inches long shall be

used, and the longitudinal movement along the pavement shall be very slight. The second application of the belt shall be immediately after the water

sheen disappears; the stroke of the belt shall not be more than 4 inches and the longitudinal movement

shall be greater than for the first belting.

(6) Machine finishing.—When a finishing machine

is used it shall be so designed and operated as to

strike off and consolidate the concrete, eliminating

ridges and producing a true and even surface. Tamping that will produce a mortar top will not

be permitted. A heavy screed or templet and belt must be kept for use in case the tamping machine

breaks down.

(c) Luting.—In case the pavement is of such

width that a screed can not be used, the concrete may be placed by means of a lute or a solid rake, stakes being set not more than 5 feet apart with their tops at proper elevation. The stakes shall be

removed after the surface has been properly formed

and the holes filed with concrete and tamped. After

luting, the pavement shall be finished either by belting, as described in paragraph 31 (a2), or by floating. 32. During the operation of screeding or luting the concrete adjacent to the side forms shall be

spaded with a heavy fork or a special spade with

2-inch round holes in the blade to push large aggregate

away from the forms and to work the mortar into contact with the side forms, thus preventing the occur- rence of porous concrete on the sides of the section.

33. Surface testing.—After the final finishing

operation the surface shall be tested with a 10-foot straightedge, laid parallel to the center line of the pavement. Any irregularity in the surface exceeding one-fourth inch shall be corrected immediately.

34. Brooming.—The surface of the pavement

shall be broomed at right angles to the axis of the pavement if it is so directed by the engineer. An

ordinary house broom may be used. The brooming

392
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.36

shall commence when the concrete has acquired such

consistency as to retain the impression of the broom

marks, which shall be from one-sixteenth to one- eighth of an inch deep. During the brooming the brooms shall be kept free from adherent mortar by

frequent rinsing in clean water.

IX. CUEING AND PROTECTION

35. Curing.—(a) Immediately after the final finishing and checking of the surface the entire surface of the pavement shall be covered with wetted

burlap which shall be kept wet until replaced by at

least 2 inches of earth or 6 inches of hay, marsh

grass, or straw, which shall be kept wet for at least 10 days. Material containing manure shall not be used.

(£>) Ponding.—The system of ponding under water

for 10 days may be used as a method of curing, if local conditions warrant the specification of this method by the engineer.

(c) Sprinkling.—Automatic sprinkling by means

of pipe lines under pressure and lawn sprinklers

throwing a fine spray, properly spaced to cover the pavement, may be used as a method of curing,

provided the pavement be kept moist for a period of at least 10 days.

36. Rain.—During rainy weather green concrete

shall be protected by canvas supported above the

surface until the concrete has hardened.

37. Duration of curing and hardening.—In hot

weather the pavement shall be closed to traffic for at least 14 days and in cool weather for such additional time as may be considered necessary by the

engineer.

38. Protection.—The contractor shall erect and

maintain suitable barriers to protect the pavement

from all traffic, and any part of the pavement damaged from traffic or other causes occurring prior to

its official acceptance shall be repaired or replaced

by the contractor at his own expense. Before the pavement is opened to traffic the covering shall be

removed and disposed of as directed by the engineer.

(The full text of this specification includes appendixes containing specifications for subgrade—preparation and maintenance.)

National Slag Association, recommended specifi- cations for slag to be used in highways and highway

structures, 1927. See 512.2, page 256. 518.32 Gravel Pavements.

American Society for Municipal Improvements,

specifications for broken stone and gravel roads, 1922. See 512.15, page 245. American Society for Testing Materials, tentative

specifications for commercial sizes of sand and gravel

for highway construction, serial designation

D64-20 T, 1920. See 512.10, page 215. American Society for Testing Materials, standard

method of test for quantity of clay and silt in gravel

for highway construction, serial designation D72-21,

1921. See 512.11, page 218. Federal Specifications Board, specification No.

453, United States Government master specification for gravel for gravel roads, January 25, 1927. See 512.11, page 218. 518.33 Macadam Pavements.

American Society for Municipal Improvements,

standard specifications for asphalt macadam pave- ment, 1927. See 518.37, page 402. Asphalt Association, specification A—1, for asphalt

macadam surface course (penetration method), June

24, 1925. E

See 518.37, page 403.

National Slag Association, recommended specifica- tions for slag to be used in highways and highway

structures, 1927. See 512.2, page 256. 518.34 Bituminous Macadam and Concrete

Pavements. (See also ,505.34.)

American Society for Testing Materials, standard

specifications for broken slag for bituminous concrete (coarse-graded aggregate type), serial designation D160-27, 1927. See 512.2, page 254. American Society for Testing Materials, standard

specifications for broken slag for bituminous concrete (fine-graded aggregate tvpe), serial designation

D161-27, 1927. See 512.2, page 255. American Society for Testing Materials, tentative

specifications for broken stone for bituminous macadam, serial designation D192-29T, 1924. See 512.15, page 250. American Society for Testing Materials, tentative

specifications for broken stone for bituminous concrete surface, serial designation D194-29, 1924. See 512.15, page 251. Federal Specifications Board, specification No.

457, United States Government master specification

for broken stone and broken slag for bituminous

macadam base or surface course, January 25, 1927. See 512.15, page 251 (for broken stone), and 512.2, page 255 (for broken slag). Federal Specifications Board, specification No.

458, United States Government master specification

for broken stone and broken slag for bituminous

concrete base or surface course, January 25, 1927. See 512.15, page 251 (for broken stone), and 512.2, page 255 (for broken slag). National Slag Association, recommended specifi- cations for slag to be used in highways and highway

structures, 1927. See 512.2, page 256. 518.35 Brick Pavements. (See also 534.1.)

American Society for Municipal Improvements,

specifications for brick pavements, 1921. (The requirements for paving brick and the methods

of test included in this specification are similar to A. S. T. M. serial designation C7-29T, 534.11, p. 577.) American Society for Testing Materials, standard

specification for paving brick, serial designation

C7-29T, 1929. See 534.11, page 577. American Society for Testing Materials, standard

specifications- for cement grout filler for brick and

stone block pavements, serial designation D57-20,

1920. See 512.16, page 253. Federal Specifications Board, specification No.

505, United States Government master specification

for brick, sand-lime, common, July 11, 1927. See 513, page 257. National Paving Brick Manufacturers Association,

recommended specifications, vitrified paving brick. See 534.11, page 585. United States Department of Commerce, Bureau

of Standards, Simplified Practice Recommendation

No. 38, for sand-lime brick. See 513, page 258. 518.36 Stone Block Pavements.

American Society for Municipal Improvements,

specifications for stone block pavements, 1927. STANDARD SPECIFICATIONS FOR STONE BLOCK

PAVING

1. Description.—This pavement shall consist of stone blocks and sand cushion, or cement-sand bed

393
518.36 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

paved on the previously constructed concrete base

course. The type of block and character of joint

filler and material for the cushion or bed shall be as designated in the proposal.

NEW GRANITE BLOCKS

2. Quality of granite.—The blocks shall be of granite of medium-size grain, showing an even

distribution of constituent minerals. They shall be

of uniform quality and texture throughout and free from seams or disintegrated materials. The quality of granite shall conform to the require- ments for ciass A or class B, for extra-heavy or heavy traffic, respectively, as designated in the proposal

:

Class A: French coefficient Not less than 11. (Percentage of wear Not more than 3.0). Toughness Not less than 9. Class B.- French coefficient Not less than 8. (Percentage of wear Not more than 5.0). Toughness Not less than 7. The average of three tests shall be used for deter- mining both the percentage of wear and toughness.

3. Size and dressing of blocks.—The blocks shall be

of the following dimensions: Not less than 8 nor more than 12 inches long on top, not less than 4%

nor more than 5% inches deep, and the width on the top shall be either 2>

x/i to inches or 4)6 to 5J4 inches. The blocks shall be so dressed that the faces will be approximately rectangular in shape and the ends

and sides sufficiently smooth to permit the blocks

to be laid with joints not exceeding one-half inch in width at the top and for 1 inch downward therefrom,

and not exceeding 1 inch in width at any other part

of the joint. The top surface of the block shall be

so cut that there will be no depressions measuring more than three-eighths of an inch from a straight

edge laid in any direction on the top and parallel to the general surface thereof. RESURFACING BLOCKS

4. Size and character.—Resurfacing blocks for use on old concrete foundations where less than the standard depth of blocks must be used shall be

7 to 11 inches long, 3% to 4J4 inches wide, and Z

l

/-> to 4 inches deep, and shall in all other respects meet

the requirements as to quality and dressing for new

granite paving blocks. NEW SANDSTONE BLOCKS

5. Quality, size, and dressing.—The paving blocks

shall be of sound, hard sandstone free from clay, seams, or defects which would injure them for paving purposes, of uniform quality and texture. They shall be quarried from fine-grained live rock, showing a straight and even fracture and shall be made by splitting and breaking from large quarried blocks and not by redressing old paving blocks. The blocks shall be of the following dimensions:

Not less than 8 nor more than 10 inches long; not

less than 3^2 nor more than 5 inches wide on top; not less than 5 nor more than 5% inches deep.

These blocks shall conform in character of dress- ing to the requirements for granite blocks in sec- tion 3. DURAX PAVING BLOCKS

6. Quality, size, and dressing.—Durax paving

blocks shall be cut from granite complying with the requirements specified herein for new granite paving

blocks. The blocks shall be cubes of granite with six ap- proximately square surfaces, the edges of which measure not more than 4 nor less than 3 inches in

length. They shall be dressed so as to conform

with the requirements specified for new granite blocks except as to form and dimensions.

7. Method of paving.—They shall be laid as specified for new granite blocks except that the courses

shall be laid in circular concentric arcs with the larg- est blocks at the center of the arc and the smaller ones at the springing line. The radii of the arcs may be varied from 3 to 7 feet. SAMPLING AND INSPECTION OF BLOCKS

8. Preliminary samples and certificates.—Contractors shall file with the engineer at or before the time

of bidding, a certificate showing the name and loca- tion of the quarry or quarries from which it is pro- posed to obtain the blocks, together, in the case of granite blocks, with a copy of a report or reports

from an approved laboratory showing results of

tests for toughness and per cent of wear. The contractor shall further file with the engineer, prior to the letting, six specification blocks representing the

stone proposed for use, except that such samples

will not be required where a previous sample of the same blocks has been filed and approved.

9. Sampling and inspection of shipments.—Samples selected from shipments for physical tests by

the engineer or his representative shall consist of not less than six blocks so chosen as to fairly repre- sent actual deliveries. No samples shall include blocks that would be rejected by a visual examination, and the bedding plane shall be marked on at

least two of the blocks selected. All deliveries shall be subjected to further in- spection at the place of use prior to and during laying, and blocks which fail to conform to the require- ments of these specifications shall be rejected.

10. Materials for cement sand bed.—Cement-sand

bed shall consist of 1 part Portland cement and 4

parts by volume of clean, coarse sand, well graded

from a maximum size of %-inch particles.

11. Materials for grout filler.—Grout joint filler shall consist of 1 part Portland cement and 1 part

by volume of clean, sharp, well-graded, fine sand free from particles of such size as to obstruct the ready

flow of the grout to the bottom of the joints.

12. Materials for bituminous mastic filler.—Bitu- minous mastic filler shall consist of a combination

of approximately equal parts by volume of sand

with one of the bituminous materials hereinafter

specified. A. Sand.—Sand for bituminous mastic filler shall consist of clean durable grains of which all shall pass a standard 10-mesh sieve and 85 per cent by weight

shall pass a 20-mesh sieve. B. Tar pitch filler.—Similar to A. S. T. M. D112-

27T. (See 505.31, p. 175.) Tests are to be made on

the sample as received, but results reported on a

dry basis. C. Asphalt cement filler.—The asphalt cement

shall be homogeneous and free from water. It shall conform to the following requirements:

(a) Penetration at 25° C. (77° F.), 100 g, 5 seconds, 60 to 70.

(b) Flash point (open cup), not less than 175° C. (347° F.).

(c) Loss on heating at 163° C. (325° F.), 50 g, 5 hours, not more than

2 per cent. Penetration at 25° C. (77° F.), 100 g, 5 seconds, of residue after heating at 163° C. (325° F.) as compared with penetration of asphalt cement before heating, not less than 60 per cent.

(d) Ductility at 25° C. (77° F.), not less than 30 cm.

(f) Proportion of bitumen soluble in carbon tetrachloride, not less than 99 per cent. D. Tar and asphalt filler. —This material for use

in bituminous mastic filler shall be a mixture of coal- tar pitch and refined asphalt, consisting of 100 parts

of coal tar and 20 parts of refined asphalt. These

products shall comply, respectively, with the require- ments of sections 12B and 12C, except that the penetration of the asphalt at 77° F. shall be not less than

30 nor more than 40.

394
STONE, SAND, AND CEMENTITIOTJS MATERIALS 518.37

(The full text of the specification includes require- ments for construction.)

American Society for Testing Materials, standard

specifications for cement grout filler for brick and

stone block pavements, serial designation D57-20,

1920. See 512.16, page 253. American Society for Testing Materials, standard

specifications for block for granite pavements, serial designations D59-26, D131-23, D132-23.

See 511.71, page 208. Federal Specifications Board, specification No.

510, United States Government master specifica- tion for block for granite pavements.

See 511.71, page 208. 518.37 Asphalt Pavements.

American Association of State Highway Officials, standard specifications for highway bridges and

incidental structures, 1928. PAVING BLOCKS (ASPHALT)

1. GENERAL

Asphalt blocks shall be composed of asphaltic

cement, mineral aggregate, and inorganic dust, as herein specified, thoroughly mixed while hot in such

proportions, depending on their character, that the

finished blocks shall conform to the specified require- ments. The ingredients of the blocks shall be tested in accordance with the methods provided in the tentative standard methods of sampling and testing of the American Association of State Highway Officials. Each bidder shall submit with his bid a specimen

block of the size and quality described in these specifications, labeled with the name of the bidder, the name of the manufacturer, and the place of manufacture. Bids not accompanied by specimen blocks

will not be accepted.

2. ASPHALTIC CEMENT

The asphaltic cement shall conform to the follow- ing requirements:

1. It shall be homogeneous and free from water.

2. Specific gravity 25°/25<> C. (77°/77° F.) not less than 1.00.

3. Flash point—Not less than 190° C. (374° F.).

4. The penetration at 25° C. (77° F.), 100 g, 5 seconds, shall be varied

to suit climatic and traffic conditions in accordance with the

following table:

Temperature

Traffic Low Moderate High

Light 15-25 15-25 10-15 Moderate 15-25 15-20 10-15 Heavy 15-20 10-20 5-15

5. Loss on heating

.

—At 163° C. (325° F.), 50 g, 5 hours, not more than

2.0 per cent.

6. Penetration of residue after heating.—At 25° C. (77° F.), 100 g, 5 seconds, as compared to penetration before heating, not less than 50 per cent

7. Ductility—At 25° C. (77° F.), 5 to 10.

8. Proportion of bitumen soluble in carbon tetrachloride.—Not less than

99.0 per cent. MINERAL AGGPvEGATE

The mineral aggregate shall be clean, hard, un- weathered trap rock, dolomite, limestone, copper

conglomerate, or other suitable material which shall show a percentage of wear of not more than 5 percent. Its grading shall be such as to produce, with

the inorganic dust, the mesh composition hereinafter specified.

INORGANIC DUST

The inorganic dust, or filler, shall be produced from

sound limestone or other approved material and

shall be powdered to such a fineness that 95 per cent

shall pass a 30-mesh sieve and not less than 50 per

cent shall pass a 200-mesh sieve. Sufficient inor- ganic dust shall be used to give the mesh composition hereinafter specified.

MANUFACTURE OF BLOCKS

Before being mixed the asphaltic cement and

crushed mineral aggregate shall be heated separately. In no case shall either be heated to a higher

temperature than 350° F., but the temperature of each

shall be so regulated that the temperature of the

block mixture as delivered to the press molds shall be

not less than 225° F. The mineral aggregate, inorganic dust, and asphaltic cement in the proper proportions shall be thor- oughly mixed to produce a homogeneous mass in which all particles are thoroughly coated with

asphaltic cement. The blocks shall receive a compression in the molds of not less than 4,000 lbs. /in. 2

, applied on the

5 by 12 inch surface. After presssing they shall be

cooled by passing through water or by other suit- able means. CHARACTERISTICS OF FINISHED BLOCKS

Size and shape.—The blocks shall be 5 inches in width by 1 2 inches in length unless the depth required

is less than 2 inches, in which case they shall be 4

inches in width by 8 inches in length. The depth

shall be as shown on the plans. A variation either way from these dimensions of one-fourth inch in length or one-eighth inch in width or depth will be

sufficient cause for rejection of any block. Composition.—The composition of the blocks, as

delivered on the work, shall conform to the following

requirements:

Per cent Retained by J4-inch screen (circular openings), not more than. 10 Passing H-inch screen and retained by 20-mesh sieve 30 -60

Passing 20-mesh sieve and retained by 100-mesh sieve 15 -35 Passing 100-mesh sieve (including all fines) 20 -40

Passing 200-mesh sieve, not less than 15 Bitumen content , 6H- 9 Specific gravity.—The blocks shall have a specific

gravity of not less than 2.35 at 77° F. Absorption test.—The blocks to be tested shall be

cleaned of loose particles, carefully weighed, placed

in a pressure vesssel, and subjected to a vacuum of 22

inches for one hour at room temperature. While

still maintaining the vacuum, water shall then be

admitted to the vessel until the blocks are completely

immersed, after which the vacuum shall be relieved and water pressure carried up to 100 lbs. /in. 2 and

there maintained for one hour. The blocks shall then be removed from the vessel and after mopping

off all surface water shall be carefully weighed. The

average of a set of four blocks tested in this manner

shall show absorption not exeeding 0.5 per cent by

weight.

American Association of State Highway Officials, tentative standard specifications for highway materials, 1927. See 505.13, page 146. American Society for Municipal Improvements,

standard specifications for sheet asphalt paving,

1927. (This specification includes methods of construction and requirements for maintenance and the

following specifications for materials:)

1. General description.—The sheet-asphalt pave- ment shall consist of a binder course and a wearing

course, laid upon a foundation constructed in accord395
518.37 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

ance with the specifications for foundation. The

binder course shall be laid upon the prepared foun- dation to a finished thickness of V/2 inches and shall be composed of broken stone, sand, and asphalt cement. The surface course shall be laid upon

the compacted binder course to a finished thickness

of V/2 inches and shall be composed of sand, mineral

filler, and asphalt cement. All materials and

methods of construction shall conform to the requirements of these specifications. Note.—"When this pavement is to be laid on a Portland cement

concrete foundation it is recommended that the foundation mix be

not richer than 1:3:6 or its equivalent. In cases where weak sub- grade is encountered, the engineer must exercise his own judgment

as to thickening the concrete foundation, enriching the mixture, adding reinforcement, or otherwise providing for safety. Other types of foundation than concrete should not be ignored, and it is recommended that old gravel or macadam be taken into consideration when, in the judgment of the engineer, conditions warrant their use for foundation purposes. The engineer must, however, see that the old gravel or macadam foundations be carefully trued and brought to uniform surface and otherwise be of proper

strength before the wearing surface is placed. MATERIALS

2. Sources of supply.—(a) Approval of sources of supply of binder stone, sand, and mineral filler shall be obtained from the engineer prior to the

delivery of materials, and samples of each shall be submitted as directed by the engineer.

(6) A 1-pound sample of the asphalt cement that the contractor proposes to use must be submitted

to the engineer before the use of such material in the work will be permitted. If the contractor proposes to prepare the asphalt cement at the paving plant, then, in lieu of the above, a 1-pound

sample each of flux and refined asphalt must be

submitted, together with a statement of the pro- portions in which they will be combined to produce

the asphalt cement which he proposes to use. Every

refined asphalt and asphalt cement admitted under

these specifications shall be equal in quality to the recognized standard for its particular kind or type

of asphalt.

(c) Unless otherwise permitted by the engineer,

all samples shall be submitted at least three weeks

prior to use of the materials in the work and in no

case shall they be used until they have been examined and approved by him. Whenever during the

course of the work new deliveries of paving materials

are received by the contractor, samples of these

shall at once be submitted to the engineer and their use in the work will not be permitted until they have

been examined and approved by him.

3. Methods of testing.—Unless otherwise specified,

all tests shall be conducted in accordance with the

latest standards or tentative standards of the American Society for Testing Materials.

4. Stone for binder course shall be produced

from tough durable rock having a per cent of wear

of not more than 6. It shall be freshly crushed, of reasonably uniform quality throughout, and shall be clean and free from dust and an excess of flat or elongated pieces. As delivered to the mixer it shall comply with the following requirements:

(a) The particles of stone shall be free from adhering dust; (b) it shall have a mesh composition

within the following limits:

Per cent Passing 10-mesh, not more than 5 Passing H-inch screen, retained on 10-mesh sieve 10-25 Passing H-inch screen, retained on M-inch screen 15-35 Passing lJ4-inch screen, not less than 95

5. Sand for binder course shall consist of clean, tough, angular grains, free from clay, loam, or other foreign matter, and all of it shall pass a J4-inch laboratory screen. As delivered to the mixer it shall be free from clayey lumps or loosely bonded

aggregations of finer particles.

6. Sand for surface course shall consist of clean

tough, rough-surfaced and angular grains, free from

clay, loam, and other foreign matter. As delivered

to the mixer it shall comply with the following

requirements: (a) The particles shall be free from

adhering dust; (6) it shall be free from clayey lumps

or loosely bonded aggregations of finer particles;

(c) it shail have a mesh composition within the

following limits:

Passing

Retained on— Per cent

200-mesh 0- 51 6- 25H5-40

6- 25| t 3o}3(H;0 8- 251 5- 15W8-50

5- 15) 98-100

100-mesh 200-mesh 80-mesh 100-mesh 50-mesh _.. 80-mesh

40-mesh 50-mesh 30-mesh 40-mesh

20-mesh 30-mesh

10-mesh 20-mesh

10-mesh

The engineer shall select or approve from available sources of supply a sand coming within the above

limits and which, in his judgment, will be suitable for the climatic and traffic conditions. All deliveries of

this sand to the plant must conform within reasonable limits to the sample which has been approved.

7. Mineral filler shall consist of thoroughly dry

limestone dust, slate dust, or Portland cement which

shall meet the following requirements:

Per cent Passing 200-mesh sieve, not less than 65 Passing 100-mesh sieve, not less than 85 Passing 30-mesh sieve 100

8. Asphalt cement shall be homogeneous, free from water, and shall not foam when heated to 175°

C. (347° F.). It shall meet the following require- ments for physical and chemical properties:

I. Penetration at 25° C. (77° F.) 100 g, 5 seconds 30-60 (Between these limits the exact penetration

desired, 35, 45, or 55, shall be specified by the

engineer. An asphalt cement having a penetration 5 points above or below that specified

shall be considered acceptable for use.)

II. Ductility at 25° C. (77° F.), not less than_ 30 cm

III. Loss on heating at 163° C. (325° F.), 50 g, 5 hours, not more than 2 per cent Penetration of residue at 25° C. (77° F.), 100 g, 5 seconds, as per cent of original penetration, not less than 60 per cent

IV. Flash point (open cup) not less than 175° C.

(347° F.). V. Proportion of bitumen soluble in carbon tetra- chloride, not less than 99 per cent Note.—When less than 99 per cent of the asphalt cement is soluble

in carbon tetrachloride the percentage of bitumen (solubility in carbon disulphide) shall be reported. PAVING PLANT

9. Plant essentials.—(a) The plant used in manufacturing the pavement must be of the batch type

and capable of mixing in the manner herein specified not less than 80 tons of surface mixture per day of eight hours and must be provided with separate

chambers for heating and mixing the ingredients.

The stone and sand shall be heated in an approved

type of revolving drier. The mixing shall be done

in a twin-shaft mixer of the pug mill type capable

of holding and properly mixing not less than a 750-pound batch of surface mixture or in a rotary

mixer in which the asphalt is sprayed into and

incorporated with the mineral aggregate under

pressure. Each plant must be provided with asphalt

kettles of such capacity that one filling of them will be sufficient for a day's run and so designed as to secure uniform heating of the entire contents. There

shall also be provided a bin for the storage of hot

aggregate having a storage capacity of not less than

1 ton and provided with at least two compartments

396
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.37

each having a separate gate. It shall have an

overhead rotary screen not less than 6 feet long for removing oversize binder stone and separating the

coarse and fine aggregates and delivering them to the separate compartments; bins and screens to be

provided with overflow pipes. The hopper from

which the hot aggregate is drawn from the bin must rest upon scales so arranged that a definite weight of material can be weighed out of each bin and delivered to the mixer.

(6) The asphalt bucket used to measure and

apply the asphalt must be balanced upon scales and so arranged that the asphalt can be easily and

quickly weighed and be applied in a thin sheet the

full width of the mixer.

(c) The plant shall be provided with an asphalt

thermometer for the melting kettles, an electric pyrometer at the discharge chute of the drier, a

platform scale, and at least two inspector's armored

thermometers.

Plant-testing equipment.—The contractor shall provide and maintain in good order at the plant the following testing equipment, which may be used

by the engineer or an inspector designated by him

to determine the penetration of asphalt and asphalt

cement, the grading of the mineral aggregate, and

such other tests as are deemed necessary:

1 penetration machine, with needles, glass dish, and thermometer.

1 set of standard sieves, 200, 100, 80, 50, 40, 30, 20, and 10 mesh.

1 laboratory stone scale.

1 laboratory sand scale.

1 set of standard screens, H, }4, and 1J4 inch circular openings.

1 roll of manila paper for making pat tests. All of the above-mentioned apparatus shall be of standard type and approved by the engineer and

shall be properly housed by the contractor in a

separate building or room not less than 10 by 10

feet and provided with a workbench. This room

shall be used exclusively for testing purposes by

the contractor and the engineer or his inspector.

PAVING-PLANT OPERATION

11. Sand and stone storage.—The different kinds of sand and stone used shall be kept separate and such

provisions as are deemed necessary by the engineer

to keep them from becoming mixed shall be made by

the contractor.

12. Preparation of asphalt cement.—(a) The asphalt cement shall be melted at the paving plant in kettles or tanks and shall be brought to a temperature of 250° to 350° F.

(6) When refined asphalt is to be combined with a

flux or when the asphalt cement contains over 5 per

cent mineral matter the mixture shall be thoroughly

agitated until a homogeneous asphalt cement of the

required penetration is produced, after which only

sufficient agitation shall be provided to keep the

asphalt cement homogeneous. The penetration of the asphalt cement shall be tested at suitable inter- vals to insure that it is maintained at a uniform

consistency throughout the period of use.

13. Preparation of mineral aggregates.—(a) The

stone and sand for binder course shall be dried and

heated in the revolving drier and when delivered to the mixer shall be at a temperature between 250° and 325° F. The temperature between these

limits shall be regulated according to the temperature

of the atmosphere and the working of the mixture. Both aggregates may be simultaneously fed into the same drier, but in such case they should previously

be mixed in substantially the desired proportion and

must immediately after heating be screened into coarse and fine aggregate and stored in separate bins.

(6) The sand for surface course shall be dried and

heated in the revolving drier and when delivered to the mixer shall be at a temperature between 275°

and 400° F. The temperature between these

limits shall be regulated according to the temperature

of the atmosphere and the working of the mixture.

When a mixture of two or more sands is required

in order to produce the grading specified in section 6 such combination shall be made before the sand

is fed into the drier by proportioning the sands from

separate storage piles and mixing them by means of

shovels.

14. Preparation and composition of binder mixture.—(a) After the ingredients have been separately and accurately weighed in accordance with

the approved formula each batch of mixture shall be

made by first charging the mixer with the mineral

aggregate and then adding the asphalt cement. Mixing shall then be continued for a period of at

least 30 seconds, or longer if necessary, to produce

a homogeneous mixture in which all particles of the mineral aggregate are uniformly coated.

(b) The binder mixture shall conform to the fol- lowing composition limits by weight:

Toler- Per cent

ances, above or below

Per cent Bitumen soluble in carbon disulphide. 4-6 0.5 Sand and material passing 10-mesh sieve 15-30 2.0 Coarse aggregate retained on 10-mesh sieve 65-80 2.0

The engineer shall specify or approve a mixture

coming within the above limits which, in his judgment, will be suitable for the traffic and climatic

condition. In no case shall these permissible variations from

the approved formula be construed as authorizing a mixture which does not come within the broad

limits set for the composition of the binder mixture.

15. Preparation and composition of surface mixture.—(a) After the ingredients have been separately

and accurately weighed in accordance with the ap- proved formula each batch of mixture shall be made

by first charging the mixer with the sand and mineral

filler. After the two have been thoroughly mixed

the asphalt cement shall be added and the mixing

continued for a period of at least one minute, or

longer if necessary, to produce a homogeneous mixture in which all particles of the mineral aggregate

are uniformly coated.

(6) The surface mixture shall conform to the fol- lowing composition limits by weight:

Passing- Retained on

Per cent

Tolerances, above or below

Bitumen soluble in carbon di- sulphide. 200-mesh

9. 5-12

10. 0-20

14. 0-32

22. 0-45

12. 0-40

Per cent0.5

1.5 3.0 8.0

4.0

80-mesh 200-mesh

40-mesh 80-mesh

10-mesh 40-mesh

The engineer shall specify or approve a mixture

coming within the above limits which, in his judgment, will be suitable for the traffic and climatic

conditions. In no case shall these permissible variations from

the approved formula be construed as authorizing a mixture which does not come within the broad

limits set for the composition of the surface mixture.

16. Paving-plant inspection.—The engineer or his authorized representatives shall have access at any

397
518.37 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

time to all parts of the paving plant in order to in- sure the manufacture of the pavement in strict accordance with these specifications.

NOTES

The accompanying specifications are recom- mended for use under what may be termed average

conditions. It is realized, however, that no singlestandard specification will satisfactorily cover all variations in local conditions which may prevail for individual jobs. Before adopting these specifica- tions verbatim the engineer should, therefore, give

particular attention to the items listed below and if necessary make such changes as are suggested. In

the matter of cross section a crown of one-fourth

inch to the foot is recommended.

I. Thickness.—These specifications call for a

total finished thickness or depth of 3 inches. If it is desired to make the depth 2}i inches the requirement for thickness of the binder course should be

changed from l}i inches to 1 inch in sections 1 and

20.

II. Use of broken slag in binder course.—If it is desired to permit the use of broken slag in the binder

course the following changes should be made:

Sec. 3. Add the following sentence: "When

determining the per cent of wear of slag 4,000 cc loose measure of the size specified in the standard

test shall be used."

Sec. 4. End of first sentence insert "or of broken slag having a per cent of wear of not more

than 10 and weighing not less than 70 pounds

per cubic foot for the size specified." Sec. 14. (b). Change requirement for per cent

of bitumen soluble in carbon disulphide from 4 to 6 to "4 to 7."

III. Use of gravel in binder course.—While gravel

is not recommended for use in binder course, when

it is the only readily available material for coarse aggregate it may be permitted, in which case the

following change should be made:

Sec. 4. End of first sentence insert "or of gravel

composed of hard, durable rock particles free from

elay or coatings of any character." IV. Sand for surface course.—Under heavy

concentrated traffic conditions the sand for the

surface course should preferably approach as

closely as possible the following typical grading.

It is impracticable to specify any exact grading,

but under the conditions mentioned where it is possible to approximate this grading with a single

sand or a combination of two or more available sands the engineer should change the limits specified in section 6 so as to more closely define the grading required without making the specification so rigid as to be impracticable for his work. If this is not done he should at least require the contractor to work to the typical grading as closely as practicable within the specification limits.

Typical sand grading for surface mixture

PassingRetained on

Per cent

200-mesh

100-mesh 200-mesh 80-mesh 100-mesh It*

50-mesh 80-mesh _ 40-mesh 50-mesh m> 30-mesh 40-mesh 12) 20-mesh 30-mesh H»32

10-mesh 20-mesh 10]

V. Asphalt cement.—The most desirable consistency or "penetration" for asphalt cement will vary somewhat with climatic and traffic conditions.

In section 8, I, limits of penetration of from "30 to 60" are specified with a statement that between

these limits the exact penetration desired shall be specified by the engineer. The ranges of penetration suggested for various combinations of climate and traffic are shown in the following table:

Temperature

Traffic Low Moderate High

Light 50-60 50-60 40-50 Moderate _ _ ___ 50-00 50-60 40-50 Heavy 40-50 40-50 30-40

VI. Composition of binder and surface mixtures.—

The limits given in the specifications are intended

to cover a wide range of traffic and climatic conditions and locally available supplies of mateiial. The variations permitted are too great to be applied to any one contract. After approving the

materials to be used, the engineer should set or approve formulas which will produce binder and

surface mixtures suitable for the traffic and climatic conditions and falling within the broad composition

limits given in the specifications.

A reasonably efficient mixing crew should be

able to produce binder and surface mixtures complying with the formula requirements within the

following limits:

Bitumen___ 0.5 per cent above or below.

Filler (200-mesh derived therefrom).- 1.5 per cent above or below. Stone 2.0 per cent above or below. Sand 2.0 per cent above or below. Occasional variations slightly in excess of those given above may be permitted by the engineer,

but the average composition of the mixtures turned

out at the plant should fall within the limits given.

The wide limits appearing in the specifications are not intended to apply to any one contract. VII. Samples.—It is recommended that the

following procedure be adopted in connection with

sampling materials for test: Samples should be put in clean, dry containers,

perferably tin boxes or cans. The following amounts

of the different materials are required for test:Pounds

Binder stone___ 1 Filler H

Sand 1 Refined asphalt 1 Asphalt cement 1 Flux 1 Method of sampling.—Extreme care should be

taken in every case to obtain a sample which is truly

representative of the material to be examined.

These samples are for the use of the testing labora- tory only and should not be used for testing at the

plant before submitting them to the laboratory.

The particular precautions to be observed in each

case are given below: Binder stone.—A sufficient number of 5-pound

samples to be taken from different parts of the pile. These should be thoroughly mixed together and be

reduced by quartering to the desired size. Filler.—Samples should be taken from several bags and mixed.

Sand.—Samples should be taken from the interior

of the pile where the sand is damp, a sufficient number of 1-pound samples to be taken from different parts of the pile. These should be thoroughly

mixed together and reduced by quartering to the

desired size. Refined asphalt and asphalt cement.—

(a) In barrels.—At least one sample should be taken

from each batch. It should be taken at sufficient

398
STONE, SAND, AND CEMENTITIOTJS MATERIALS 518.37

depth below the surface to insure obtaining representative material free from all dirt or other extraneous matter and at a point not less than 4 inches distant from the top and sides of the barrel.

(b) In tank cars.—The contents of the tank should be heated until completely liquid throughout. It should then be agitated and thoroughly mixed by means of air or steam, after which the sample shall be taken from the dome in such a manner as to obtain the asphalt from a point at least 3 feet below

the surface.

(c) In kettles.—The contents of the kettles must

be completely liquid and thoroughly agitated

previous to and during sampling. The sample may

be taken from the pipe through which the material

is delivered to the mixer by means of a clean dipper.

Flux.—The directions given for sampling refined asphalt and asphalt cement apply to this material except that under ordinary conditions it is not nec- essary to agitate the contents of the tank car. Surface and binder mixtures.—Samples may be

taken at the plant or on the street.

If taken at the plant they should preferably be

obtained from the wagons or trucks, care being observed to obtain an average representative sample

which is not contaminated with dust, sand, or oil from the wagon bodies and shows no evidence of separation having taken place after mixing and

dumping. The first or last portions of a batch as it comes from the mixer should not be included in the sample.

If obtained on the street the sample should be

taken after the mixture has been shoveled and raked,

care being observed to obtain an average sample

which shows no signs of segregation in transit or excessive richness due to accumulation of bitumen

at the bottom or top of the load or oil from the wagon bodies. Samples of surface mixture should be pressed

between a sheet of paper and trimmed while hot

to a convenient size. VIII. Methods of testing binder and surface

mixtures.—It is recommended that the foUowing

laboratory methods be used to determine conformity

of binder and surface mixtures with specification

requirements

:

Determination of bitumen content and mesh composition of binder mixture.—Weigh out from 350 to 500 g

of the binder mixture and extract the bitumen from it in a centrifugal extractor or suitable continuous hot

extractor, using chemically pure carbon disulphide as a solvent for the bitumen. FoUow the same general

method for the drying and sifting of the mineral

aggregate as described in the method for analyzing

surface mixtures. The screens and sieves to be used

are as follows: 1^-inch, J4-inch, and }4-inch circular opening, and 10-mesh. Remarks.—The limits of accuracy of this test are

as follows: For bitumen content, 0.3 per cent above

or below the result obtained. For mesh composition, 10 per cent of the result obtained (above or below)

.

Determination of bitumen content and mesh composition of surface mixtures.—The sample of surface mixture should be heated to about 300° F. until

soft and 10 to 20 g of it weighed onto a tared S. & S.

filter paper No. 595, 11 cm in diameter. The filter paper and contents should be placed in a funnel and

washed with chemically pure carbon disulphide

until the washings run through practically colorless. Dry the filter paper and residue at 250° F. for onehalf hour. Open the filter paper carefully and

remove the mineral aggregate. Scrape off the dust adhering to the paper as thoroughly as possible with a blunt palette knife and add it to the mineral

aggregate. Evaporate the filtrate containing the bitumen, burn the bitumen, add the filter paper to

it, and burn to an ash. Add the ash to the mineral

aggregate previously removed from the filter paper and weigh. The difference between the weight of surface mixture originally taken and the combined

weight of the ash and residue is considered as the weight of bitumen in the sample. This combined

ash and residue is then sifted through the following

sieves (in the order named) and the percentages of the various sized particles calculated: 200, 100, 80,

50, 40, 30, 20, 10. Sifting shall be continued on each sieve until less than 1 per cent passes through the sieve during the

last minute of sifting. If desired, the surface mixture may be extracted

in a centrifuge or in any suitable form of extractor with hot, chemically pure carbon disulphide and

the combined ash from the extracted bitumen and

the mineral aggregate sifted as above. Remarks.—The limits of accuracy of this test are

as follows: For bitumen content, 0.3 per cent above

or below the result obtained. For mesh composition, 10 per cent of the result obtained (above or

below).

American Society for Municipal Improvements,

standard specifications for fine aggregate asphaltic concrete paving, 1927. (The full text of the specification includes methods

of construction and the following specifications for materials.)

1. General description.—The fine aggregate as- phaltic concrete pavement shall consist of a mixture

of broken stone, or broken stone and sand, mineral

filler, and asphalt cement. It shall be laid to a

finished thickness of 2 inches upon a foundation

constructed in accordance with the specifications

for foundation and shall be finished with a seal coat

of hot asphalt cement and stone chips or fine gravel.

All materials shall conform to the requirements of these specifications. Note.—When this pavement is to be laid on a Portland cement

concrete foundation it is recommended that the foundation mix be

not richer than 1 : 3 : 6 or its equivalent. In cases where weak subgrade

is encountered the engineer must exercise his own judgment as to thickening the concrete foundation, enriching the mixture, adding

reinforcement, or otherwise providing for safety. Other types of foundation than concrete should not be ignored, and

it is recommended that old gravel or macadam be taken into consideration when, in the judgment of the engineer, conditions warrant their use for foundation purposes. The engineer must, however, see that

the old gravel or macadam foundations be carefully trued and brought

to uniform surface, and otherwise be of proper strength before the wearing surface is placed. MATERIALS

2. Sources of supply.—(a) Approval of sources of supply of stone, sand, and mineral filler shall be

obtained from the engineer prior to the delivery of materials, and samples of each shall be submitted

as directed by the engineer.

(b) A 1-pound sample of the asphalt cement that

the contractor proposes to use must be submitted

to the engineer before the use of such material in the work will be permitted. If the contractor proposes

to prepare the asphalt cement at the paving plant,

in lieu of the above, a 1-pound sample each of flux and refined asphalt must be submitted together with

a statement of the proportions in which they will be

combined to produce the asphalt cement which he

proposes to use. Every refined asphalt and asphalt cement admitted under these specifications shall be

equal in quality to the recognized standard for its particular kind or type of asphalt.

(c) Unless otherwise permitted by the engineer,

all samples shall be submitted at least three weeks

prior to use of the materials in the work, and in no

case shall they be used until they have been examined

and approved by him. Whenever, during the course

of the work, new deliveries of paving materials are received by the contractor, samples of these shall at

399
518.37 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

once be submitted to the engineer, and their use in the work will not be permitted until they have been

examined and approved by him.

3. Methods of testing.—Unless otherwise specified,

all tests shall be conducted in accordance with the

latest standards or tentative standards of the American Society for Testing Materials.

4. Coarse aggregate.—The coarse aggregate shall consist of broken stone produced from tough, durable rock having a per cent of wear of not more than

6. It shall be freshly crushed, of reasonably uni- form quality throughout, and shall be clean and free from dust and an excess of flat or elongated pieces,

and must not contain over 5 per cent of weathered

or partly decomposed rock. It must be free from

particles of sandstone, feldspar, slate, shale, and stone having a per cent of wear of over 6. As delivered to the mixer, it shall comply with the following

requirements

:

(a) The particles of stone shall be free from

adhering dust.

(b) It shall have a mesh composition within the

following limits:

Per cent Passing 10-mesh, not more than 5 Passing J4-inch screen, retained on 10-mesh sieve 20-35 Passing J^-inch screen, retained on J^-incb screen 30-50 Passing %-inch screen, not less than " 95

5. Fine aggregate. —This shall be composed of sand or stone screenings, or a mixture of both. The sand shall consist of clean, tough, roughsurfaced and angular grains, free from clay, loam,

or other foreign matter. The stone screenings must be freshly crushed from rock of the character specified under "Coarse

aggregate." As delivered to the mixer, the fine aggregate shall comply with the following requirements:

(a) The particles shall be free from adhering

dust.

(6) It shall be free from clayey lumps or loosely

bonded aggregations of finer particles.

(c) It shall have a mesh composition within the

following limits:

Passing— Retained on

Per cent

200-mesh 0- 5 15-40 30-60

18-50 0- 3

80-mesh 200-mesh 40-mesh 80-mesh _ 10-mesh 40-mesh H-inch screen 10-mesh

The engineer shall select or approve from avail- able sources of supply a fine aggregate coming

within the above limits and which, in his judgment,

will be suitable for the climatic and traffic conditions. All deliveries to the plant must conform

within reasonable limits to the sample which has

been approved.

6. Stone chips or pea gravel for seal coat shall be

of reasonably uniform quality, free from dust, and

shall meet the following requirements:

Per cent Passing H-inch screen, not more than 15 Passing J^-inch screen, not less than 95

7. Mineral filler shall consist of thoroughly dry

limestone dust, slate dust, or Portland cement which shall meet the following requirements:

Per cent Passing 200-mesh sieve, not less than 65 Passing 100-mesh sieve, not less than 85 Passing 30-mesh sieve 100

8. Asphalt cement.—Practically indentical with

Asphalt Association, B-8, section 4. (See 518.27,

p. 374.) Note.—Where less than 99 per cent of the asphalt cement is soluble

in carbon tetrachloride, the percentage of bitumen (solubility in carbon disulphide) shall be reported.

PAVING PLANT

9. Plant essentials.—(a) The plant used in manufacturing the pavement must be of the batch type

and capable of mixing in the manner herein specified not less than 80 tons of surface mixture per day

of eight hours and must be provided with separate

chambers for heating and mixing the ingredients.

The stone and sand shall be heated in an approved

type of revolving drier. The mixing shall be done

in a twin-shaft mixer of the pug-mill type capable

of holding and properly mixing not less than a 750-pound batch of surface mixture or in a rotary

mixer in which the asphalt is sprayed into and incor- porated with the mineral aggregate under pressure. Each plant must be provided with asphalt kettles of such capacity that one filling of them will be sufficient for a day's run and so designed as to secure uniform

heating of the entire contents. There shall also be

provided a bin for the storage of hot aggregate

having a storage capacity of not less than 1 ton and

provided with at least two compartments, each having a separate gate. It shall have an overhead rotary

screen not less than 6 feet long for removing oversize stone and separating the coarse and fine aggre- gate and delivering them to the separate compartments; bins and screen to be provided with overflow

pipes. The hopper from which the hot aggregate

is drawn from the bin must rest upon scales so arranged that a definite weight of material can be

weighed out of each bin and delivered to the mixer.

(b) The asphalt bucket used to measure and

apply the asphalt must be balanced upon scales and

so arranged that the asphalt can be easily and

quickly weighed and be applied in a thin sheet the

full width of the mixer.

(c) The plant shall be provided with an asphalt

thermometer for the melting kettles, an electric pyrometer at the discharge chute of the drier, a

platform scale, and at least two inspectors' armored

thermometers.

10. Plant testing equipment.—The contractor shall provide and maintain in good order at the plant the

following testing equipment, which may be used by

the engineer or an inspector designated by him to determine the penetration of asphalt and asphalt

cement, the grading of the mineral aggregate, and

such other tests as are deemed necessary:

1 penetration machine with needles, glass dish, and thermometer.

1 set of standard sieves, 200, 100, 80, 50, 40, 30, 20, and 10 mesh.

1 laboratory stone scale.

1 laboratory sand scale.

1 set of standard screens, K, Vi, and 1H inch circular openings.

1 roll of manila paper for making pat tests. All of the above-mentioned apparatus shall be

of standing type and approved by the engineer and

shall be properly housed by the contractor in a separate building or room not less than 10 by 10 feet and

provided with a workbench. This room shall be

used exclusively for testing purposes by the eontractor and the engineer or his inspector.

PAVING-PLANT OPERATION

11. Sand and stone storage.—The different kinds of sand and stone used shall be kept separate, and such

provisions as are deemed necessary by the engineer

to keep them from becoming mixed shall be made

by the contractor.

12. Preparation of asphalt cement.—(a) The as- phalt cement shall be melted at the paving plant in kettles or tanks and shall be brought to a temperature of 250° to 350° F.

(b) When refined asphalt is to be combined with

a flux or when the asphalt cement contains over 5 per cent mineral matter, the mixture shall be thor- oughly agitated until a homogeneous asphalt ce- ment of the required penetration is produced, after

400
STONE, SAND, AND CEMENTITIOXJS MATERIALS 518.37

•which only sufficient agitation shall be provided to keep the asphalt cement homogeneous. The penetration of the asphalt cement shall be tested at suit- able intervals to insure that it is maintained at a

uniform consistency throughout the period of use.

13. Preparation of mineral aggregates.—The coarse and fine aggregates shall be dried and heated in the revolving drier, and when delivered to the mixer

shall be at a temperature between 275° and 350° F. The temperature between these limits shall be regulated according to the temperature of the atmosphere and the working of the mixture. Both coarse and fine aggregates may be simultaneously fed into the same drier, but in such case they should previously be mixed in substantially the desired proportions, and must immediately after heating be screened

into coarse and fine aggregate and stored in separate

bins. The screen shall have openings of such size that the fine aggregate will all pass a 10-mesh

sieve and the coarse aggregate will all pass a %-inch

screen and be retained on a 10-mesh sieve.

14. Preparation and composition of asphaltic concrete mixture.—(a) This shall be composed of asphalt

cement, fillei , coarse and fine aggregates in the follow- ing proportions by weight:

Per cent

Toler- ances above or below

Asphalt cement (99 per cent+bitumen)

Tiller

6. 5- 9. 5.0-15.0

30. 0-40.

45. 0-55.

Per cent0.5

1.5 2.0

2.0 Fine aggregate Coarse aggregate

The engineer shall specify or approve a formula

coming within the above limits which, in his judgment, will produce a pavement which will be suitable

for the traffic and climatic conditions. In no case shall these permissible variations from

the approved formula be construed as authorizing a mixture which does not come within the board

composition limits as set forth in the last portion of

this section.

(&) After the ingredients for each batch have been

separately and accurately weighed in accordance

with the approved formula, the coarse and fine aggregates and the mineral filler shall be charged

into the mixer. After these have been thoroughly

mixed the asphalt cement shall be added and the mixing continued for a period of at least one minute,

or longer if necessary, to produce a homogeneous

mixture in which all particles of the mineral aggre- gate are uniformly coated.

(c) The asphaltic concrete mixture shall conform

to the following composition limits by weight:

Passing

Retained on

Per cent

Toler- ance, above or below

Bitumen soluble in car- bon disulphide. 200-mesh sieve..

6. 5- 9.

4. 0-10. 4.0-15.0

7. 0-22.

5. 0-20.

10. 0-25.

15. 0-25.

5. 0-20.

Per cent0.5

1.5 3.0

3.0 3.0

3.0

3.0

3.0

80-mesh sieve 200-mesh sieve .

.

80-mesh sieve 40-mesh sieve 10-mesh sieve J4-inch screen...

J4-inch screen...

40-mesh sieve 10-mesh sieve K-inch screen..

54-inch screen

Ji-ineh screen

The engineer shall specify or approve a mixture

coming within the above limits which, in his judgment, will be suitable for the traffic and climatic

conditions.

15. Paving-plant inspection.—The engineer or his authorized representatives shall have access at any

time to all parts of the paving plant in order to insure the manufacture of the pavement in strict accordance with these specifications.

NOTES

The accompanying specifications are recommended

for use under what may be termed "average conditions." It is realized, however, that no single

standard specification will satisfactorily cover all variations in local conditions which may prevail

for individual jobs. Before adopting these specifica- tions verbatim the engineer should, therefore, give

particular attention to the items listed below and,

if necessary, make such changes as are suggested. In the matter of cross section a crown of one-fourth

inch to the foot is recommended.

I. Thickness.—These specifications call for a

finished thickness or depth of 2 inches for surface course mixture. If it is desired to make the depth

2}i inches, the following changes should be made in the specifications: Section 1, second sentence, change "2" to "2l/z." Section 21, second sentence, change "2" to "2%."

Section 21, second sentence, change " 1%" to "2J4." Section 21, second sentence, change "2%" to "3."

II. Asphalt cement.—The most desirable consist- ency or penetration for asphalt cement will vary somewhat with climatic and traffic conditions. In

section 8, I, limits of penetration of from 40 to 70

are specified with a statement that between these

limits the exact penetration within a 10-point range

shall be as directed by the engineer. The ranges of penetration suggested for various combinations of climate and traffic are shown in the following table:

Temperature

Traffic Low Moderate High

Light 60-70 50-60 50-60 Moderate 50-60 50-60 50-60 Heavy 50-00 50-60 40-50

III. Cut-back asphalt cement for seal coat. —In case

it is desired to use a cut-back asphalt cement for

seal coat, the following changes should be made in the specifications: Section 1, last sentence, strike out "hot" and

substitute "cut-back."

Section 2, insert the following between paragraphs

(6) and (c)

:

"(c) A 1 -pound sample of the cut-back asphalt cement that the contractor proposes to use in his work, together with a statement as to its source and

character, must be submitted with his bid. No cut- back asphalt cement, other than that specified in his

bid, shall be used by any contractor except with the

written consent of the engineer and provided that the cut-back asphalt cement shall comply in all respects

with the requirements of these specifications."

Change designation of former paragraph "(c)"

to "(d)."

Insert after section 8 the following new section: "Sec. 9. See Asphalt Association specification

A-2 (p. 404), ' Notes '-III, section 7, Cut-back asphalt cement." Renumber sections 9 to 24. V. Samples.—It is recommended that the follow- ing procedure be adopted in connection with sampling materials for test.

401
518.37 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Samples should be put in clean containers, preferably tin boxes or cans. The following amounts of the different materials are required for test: Pounds

Broken stone : 5

Filler - Yi Sand 1 Refined asphalt __- 1 Asphalt cement 1 Flux — 1 Cut-back asphalt cement ._ 1 Method of sampling.—Extreme care should be

taken in every case to obtain a sample which is truly

representative of the material to be examined.

These samples are for the use of the testing labora- tory only and should not be used for testing at the plant before submitting them to the laboratory.

The particular precautions to be observed in each

case are given below: Broken stone.—A sufficient number of 5-pound

samples to be taken from different parts of the pile. These should be thoroughly mixed together and be

reduced by quartering to the desired size. Filler. —Samples should be taken from several bags and mixed.

Sand.—Samples should be taken from the interior of the pile where the sand is damp; a sufficient number of 1-pound samples to be taken from different parts of the pile. These should be thoroughly

mixed together and reduced by quartering to the

desired size. Refined asphalt and asphalt cement—(a) In

barrels.—At least one sample should be taken from

each batch. It should be taken at sufficient depth

below the surface to insure obtaining representative

material free from all dirt or other extraneous matter, and at a point not less than 4 inches distant from the top and sides of the barrel.

(6) In tank cars.—The contents of the tank should be heated until completely liquid throughout. It should then be agitated and thoroughly mixed by means of air or steam, after which the sample shall be taken from the dome in such a manner as to obtain the asphalt from a point at least 3 feet below

the surface.

(c) In kettles.-—The contents of the kettles must

be completely liquid and thoroughly agitated pre- vious to and during sampling. The sample may be taken from the pipe through which the material is delivered to the mixer by means of a clean dipper.

Flux.—The directions given for sampling refined asphalt and asphalt cement apply to this material except that under ordinary conditions it is not nec- essary to agitate the contents of the tank car. Surface mixture.—Samples may be taken at the plant or on the street.

If taken at the plant, they should preferably be

obtained from the wagons or trucks, extreme care being observed to obtain an average representative

sample which is not contaminated with dust, sand,

or oil from the wagon bodies, and shows no evidence

of separation having taken place after mixing and

dumping. The first or last portions of a batch as it comes from the mixer should not be included in the sample.

If obtained on the street, the sample should be

taken after the mixture has been shoveled and raked,

care being observed to obtain an average sample

which shows no signs of segregation in transit or excessive richness due to accumulation of bitumen

at the bottom or top of the load or oil from the wagon

bodies. Samples of surface mixture should weigh not less than 2 pounds and should be placed in a box or

suitable container. VI. Method of testing asphaltic concrete surface

mixtures.—It is recommended that the following

laboratory method be used to determine conformity

of surface mixtures with specification requirements.

Determination of bitumen content and mesh composition of asphaltic concrete surface mixture.—

Weigh out from 350 to 500 g of the mixture and

extract the bitumen from it in a centrifugal extractor

or suitable continuous hot extractor, using chemically pure carbon disulphide as a solvent for the bitumen. Remove the mineral aggregate from the

extractor after the bitumen has been completely

extracted and dry it at 250° F. for one-half hour. Evaporate the filtrate containing the bitumen,

burn the bitumen, add the filter paper to it (if filter paper is used), and burn to an ash. Add

the ash to the dried mineral aggregate and weigh.

The difference between the weight of surface mixture originally taken and the combined weight of the ash and dried mineral aggregate is considered

as the weight of the bitumen in the sample. The

combined ash and mineral aggregate is then sifted through the following sieves and screens (in the

order named) and the percentages of the various

sized particles calculated: 200, 100, 80, 50, 40, 30,

20, 10, J4-mch, ^-inch, and %-inch. Sifting shall be continued on each sieve until less than 1 per

cent passes through the sieve during the last minute

of sifting. Remarks.—The limits of accuracy of this test are

as follows: For bitumen content, 0.3 per cent above or below

the result obtained. Foi mesh composition, 10

per cent of the result obtained (above or below).

American Society for Municipal Improvements,

standard specifications for asphalt macadam pave- ment, 1927.

1. General description.—The asphalt macadam

pavement shall consist of coarse, broken stone or

slag consolidated by rolling while in place on the

roadbed, the interstices between the coarse particles

being subsequently filled with hot asphalt cement and finer particles of crushed stone or slag. It shall be laid to a finished thickness of 3 inches upon

a foundation constructed in accordance with the

specifications for foundation and shall be finished with a seal coat of hot asphalt cement and stone or

slag chips or fine gravel. All materials shall con- form to the requirements of these specifications. Note.—When this pavement is to be laid on a Portland cement

concrete foundation it is recommended that the foundation mix

be not richer than 1 : 3 : 6 or its equivalent. In cases where weak

subgrade is encountered, the engineer must exercise his own judgment

as to thickening the concrete foundation, enriching the mixture, adding reinforcement, or otherwise providing for safety. Other types of foundation than concrete should not be ignored, and it is recommended that old gravel or macadam be taken into consideration when, in the judgment of the engineer, conditions warrant their use for foundation purposes. The engineer must,

however, see that the old gravel or macadam foundations be carefully trued and brought to uniform surface and otherwise be of proper

strength before the wearing surface is placed. MATERIALS

2. Sources of supply.—(a) Approval of sources

of supply of mineral aggregate shall be obtained

from the engineer prior to the delivery of materials,

and samples of each shall be submitted as directed by the engineer.

(6) A 1-pound sample of the asphalt cement that

the contractor proposes to use must be submitted

to the engineer before the use of such material

in the work will be permitted. Every refined asphalt and asphalt cement admitted under these

specifications shall be equal in quality to the

recognized standard for its particular kind or type

of asphalt.

(c) Unless otherwise permitted by the engineer,

all samples shall be submitted at least three weeks

prior to use of the materials in the performance

of the work and in no case shall they be used until they have been examined and approved by him.

I Whenever during the course of the work new deliv402
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.37

eries of paving materials are received by the contractor samples of these shall at once be submitted

to the engineer and their use in the work will not be permitted until they have been examined and

approved by him.

3. Methods of testing.—Unless otherwise specified,

all tests shall be conducted in accordance with the

latest standards or tentative standards of the American Society for Testing Materials.

4. Mineral aggregate.—Requirements same as for Asphalt Association specification A—1. (See 518.37.)

5. Asphalt cement.—Requirements same as for Asphalt Association specification R-7. (See p. 374.) Xote.—Where less than 99 per cent of the asphalt cement is soluble

in carbon tetrachloride the percentage of bitumen (solubility in carbon disulphide) shall be reported. NOTES ON SPECIFICATIONS FOR ASPHALT MACADAM PAVEMENT

The accompanying specifications are recommended

for use under what may be termed average conditions. It is realized, however, that no single

standard specification will satisfactorily cover all variations in local conditions which may prevail for individual jobs. Before adopting these specifica- tions verbatim the engineer should, therefore, give particular consideration to the items listed below and if necessary make such changes as are suggested. In the matter of cross section a crown

of three-eighth inch to the foot is recommended.

I. Thickness.—These specifications call for a

finished thickness of 3 inches. If it is desired to make the thickness 2} 2 inches the following changes

should be made:

Section 1, sixth line, change 3 to 3J|. II. Mineral aggregate.—When it is necessary to use rock or mine tailings with a per cent of wear

of more than 6 a maximum of 8 should be fixed if practicable, in which case in section 4 (a), fifth line, change 6 to 8. If only a very soft product with a per cent of wear greater than 8 is available it is advisable to increase the thickness of the surface course to

3}i inches and to make the following changes:

Section 1, sixth line, change 3 to 3HSection 4 (a) , strike out third and fourth sentences and insert the necessary description of the material

to be used. Section 4 (b) table, first column, change 2}i to 3

inches; third column, change 2

x/% to 3 inches. Section 5, I, change 85 to 150 and 120 to 150 and

strike out the sentence in brackets. This change

should be made without reference to the recom- mendation under IV, Asphalt cement.

III. Use of crushed gravel.—If it is desired to allow for the use of gravel in the construction of the

asphalt macadam the following sentence should be

inserted after the first sentence in section 4 (a). If produced by crushing gravel only that portion of the

gravel which has been retained upon a screen with

3^2 inch or larger openings shall be used in its manufacture.

IV. Asphalt cement.—The most desirable consistency or "penetration" for asphalt cement may

vary somewhat with climate and traffic conditions. In section 5, I, limits for penetration of from "85 to 150" are specified with a statement that between

these limits the exact penetration limits desired

(85 to 100, 100 to 120, or 120 to 150) shall be specified

by the engineer. The ranges of penetration sug- gested for various combinations of climate and

traffic are shown in the following table:

Traffic

Temperature

Low Moderate High

Light 120-150

100-120 85-100

100-120

100-120 85-100

85-100

85-100

85-100 Moderate. ... Heavy ..

American Society for Testing Materials, asphalt cement.

(See 505.13, p. 147.)

Asphalt Association, specification A-l, for asphaltmacadam surface course (penetration method),

April 10, 1929. (The full text of the specification includes methods

of construction and the following specifications for materials :) Section 1. General description.—(a) The asphaltmacadam surface course shall consist of mineral

aggregate and asphalt cement combined as hereinafter specified and shall be laid upon the prepared

base to a finished thickness of not less than 2}i inches. The method of construction shall proceed

substantially as follows:

I. A layer of coarse aggregate rolled to the ap- proximate thickness of the finished surface course

shall be treated with hot asphalt cement applied as

hereinafter specified.

II. The surface voids shall then be filled by

applying and rolling in sufficient intermediate

aggregate.

III. A seal coat of hot asphalt cement shall then

be applied and covered with fine aggregate.

(b) All material shall conform to the require- ments of these specifications.

MATERIALS

Sec. 2. Mineral aggregate.—(a) The mineral ag- gregate shall consist of broken stone, mine tail- ings, or slag. It shall be of reasonably uniform

quality throughout and shall be clean and free from dust and from an excess of flat or elongated

pieces. Rock or mine tailings from which it is produced shall have a per cent of wear of not more

than 6. Slag from which it is produced shall weigh not less than 70 pounds per cubic foot for each size specified.

(i>) When tested by means of laboratory screens the coarse, intermediate, and fine aggregate shall meet, respectively, the following requirements and

be uniformly graded between the limits given:

Size Name

Per cent passing screen

2V« inch 2 inch 1H inch 1 inch inch H mch inch

1^-23^ inches.

JS-l inch y^A inch

Coarse aggregate Intermediate aggregate. Fine aggregate

9.5-100 25-75 0-15

25- 75 95-1000-15

25-75 0-lf

403
518.37 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Sec. 3. Asphalt cement.—The asphalt cement

shall be homogeneous, free from water, and shall not foam when heated to 175° C. (347° F.). It

shall meet the following requirements for penetration:

Penetration at 25° C. (77° F.) 100 g, 5 seconds, 60 to 150. Between

those limits the engineer shall specify as desired (00 to 70, 85 to 100, 100 to 120, or 120 to 150.) Sec. 4. Sources of supply.—Requirements same

as for specification 6-7.

Sec. 5. Methods of testing.—Test methods same

as for specification B-8, omitting A. S. T. M. D7. The accompanying specifications for asphaltmacadam surface course are recommended by the Asphalt Association for use under what may be

termed average conditions. It is realized, however,

that no single standard specification will cover

satisfactorily all variations in local conditions which

may prevail for individual jobs. Before adopting

these specifications verbatim the engineer should,

therefore, give particular consideration to the items

listed below and if necessary make such changes as are suggested. In the matter of cross section a crown

of three-eighths inch to the foot is recommended.

I. Thickness.—These specifications call for a

finished thickness of 2}i inches, which is the mini- mum recommended. If it is desired to make the

thickness 3 inches the following change should be

made in the specifications.

Section 1. (a) Third line, change 2}i to 3.

II. Coarse aggregate.—When it is necessary to use rock or mine tailings with a per cent of wear of more than 6 a maximum of 8 should be fixed, if practicable, in which case in section 2 (a), fourth

line, change 6 to 8. If only a very soft product with a per cent of wear

greater than 8 is available it is advisable to increase the thickness of the surface course to 3 inches and to make the changes recommended under I. Thickness. In addition the following changes should be made:

Section 2 (a) , strike out third and fourth sentences. Section 2 (6), table, firs.t column, change 2

l/{ to 3; third column, change 2}i to 3. III. Use of crushed gravel.—If it is desired to allow

for the use of gravel in the construction of the asphalt

macadam the following sentence should be inserted

after the first sentence in section 2 (a) : "If produced

by crushing gravel only that portion of the gravel

which.has been retained upon a screen with 3%-inch

or larger openings shall be used in its manufacture."

Asphalt Association, specification A-2, for asphaltic concrete surface course, April 10, 1929 (coarse graded aggregate type).

(The full text of the specification includes methods

of construction and the following specifications for materials:)

Section 1. (a) General description.—The asphaltic concrete surface course shall consist of a mineral

aggregate composed of coarse aggregate, fine aggregate, and mineral filler, uniformly mixed with asphalt

cement, and shall be laid upon the prepared base to a finished thickness of 2 inches. A seal coat of hot

asphalt cement shall then be applied and covered with intermediate aggregate.

(b) All materials and methods of preparation

shall conform to the requirements of these specifications. MATERIALS

Sec. 2. Coarse aggregate. —Requirements same as

for specification B-8, 518.27, page 374, with the fol- lowing exceptions:

Per cent Percentage of wear, not more than 5 Passing lj^-inch screen (instead of lJ/2-inch) 95 Add.—When only one commercial product is used to furnish coarse aggregate not more than 10 per cent of this product shall pass a J^-inch laboratory screen.

Sec. 3. Fine aggregate.—Requirements same as for specification B-8.

Sec. 4. Mineral filler.—The mineral filler shall consist of thoroughly dry limestone dust or other mineral dust approved by the engineer which, when

tested by means of laboratory sieves, shall meet the

following requirements:

Per cent Passing 30-mesh sieve 100 Passing 200-mesh sieve, not less than _ 75 Sec. 5. Intermediate aggregate. — The intermediate aggregate for seal coat shall consist of broken

stone, broken slag, mine tailings, or pea gravel. It

shall be of reasonably uniform quality and shall be

free from dust. When tested by means of labora- tory screens it shall meet the following require- ments : Per cent Passing H-inch screen, not less than 95 Passing J4-ineh screen, not more than 15 Sec. 6. Asphalt cement.—The asphalt cement

shall be homogeneous, free from water, and shall not foam when heated to 175° C. (347° F.). It shall meet the following requirements for penetration.

Penetration at 25° C. (77° F.) 100 g, 5 seconds 40 to 70 Between these limits the engineer shall specify as desired: 40 to 50, 50 to 60, or 60 to 70. Sec. 7. Sources of supply.—Practically the same

as for specification B-8.

Sec. 8. Methods of testing.—Same as for specifi- cation B-8. PREPARATION AND COMPOSITION OF MIXTURE

Sec. 9. Preparation of asphalt cement.—Same as

for specification B-8.

Sec. 10. Preparation of mineral aggregate.—Same

as for specification B-8.

Sec. 11. Preparation and composition of surface course mixture.—(a) The coarse and fine aggregate

and mineral filler for surface course mixture shall be measured separately and accurately either by weight

or volume for each batch to be mixed. The re- quired quantity of hot asphalt cement for each

batch shall be measured by actual weighing with

scales attached to the asphalt-cement bucket. The

mixture shall be made in an approved twin pug or batch mixer by first charging it with the coarse

aggregate, fine aggregate, and mineral filler. When

the mixture is prepared in a twin pug mixer the volume of mineral aggregate and asphalt cement

shall not be so great as to extend above the tips of the mixer blades when these blades are in a vertical

position. After the total mineral aggregate has been thoroughly mixed for a period of not less than

15 seconds the asphalt cement shall be added and

the mixing continued for a period of at least 30

seconds or longer if necessary to produce an homogeneous mixture in which all particles of the aggre- gate are uniformly coated.

(b) The constituents of the surface course mixture shall be combined in such proportions as to produce a mixture conforming to the following;

composition limits by weight:

Per cent Passing l^-ineh, retained on %-inch screen.. 15-45l55-65 Passing %-inch, retained on M-inch screen 15-45/ Passing }^-inch, retained on 200-mesh sieve 25-35 Passing 200-mesh sieve 4-6

Bitumen (soluble in carbon disulphide) 5- 8 The proportions shall be varied within the limits designated as directed by the engineer. Sec. 12. Paving-plant inspection-—Same as for

specification B-8.

Sec. 13. Transportation of mixture.—Same as foir specification B-8.

404
STONE, SAND, AND CEMENTITTOTJS MATERIALS 518.37

NOTES

Specification A-2 covers the construction of an

asphaltic concrete pavement of the coarse-graded

aggregate type, which, according to the best infor- mation of the Asphalt Association, is not now subject to suit for infringement of any existing patent.

It is realized that no single standard specification

will satisfactorily cover all variations in local conditions which may prevail for individual jobs. Before adopting these specifications verbatim the

engineer should, therefore, give particular consideration to the items listed below and, if necessary, make such changes as are suggested. In the matter

of design a crown of three-eighths inch to the foot is recommended.

I. Thickness.—These specifications call for a

finished thickness or depth of 2 inches for surface course mixture. If it is desired to make the depth

2}4-inehes the following change should be made in the specifications: Section 1 (a), first sentence, change 2 to 2^- Asphalt Association, specification A-3, for asphaltic concrete surface course, April 10, 1929 (fine graded aggregate type).

(The full text of the specification includes methods

of construction and the following specifications for materials:)

Section 1. General description.—(a) The asphaltic concrete surface course shall consist of a mineral

aggregate composed of broken stone, broken slag, or mine tailings, sand, and mineral filler, uniformly

mixed with asphalt cement, and shall be laid upon

the prepared base to a finished depth of 2 inches.

(6) All materials and methods of preparation shall conform to the requirements of these specifications.

MATERIALS

Sec. 2. Stone, slag, or mine tailings.—The broken

stone, broken slag, or mine tailings shall be produced

from tough, durable material and shall be clean and

of reasonably uniform quality throughout. When

tested by means of laboratory screens it shall meet

the following requirements:

Per cent Passing H-inch screen, not less than 95 Passing 34-inch screen, not more than 75 Sec. 3. Sand.—(a) The sand shall consist of clean, hard, durable grains, free from clay, loam, loosely

bonded aggregations of finer particles, and other

foreign matter. When tested by means of laboratory

sieves it shall meet the following requirements:

PassingRetained on Per cent

98-100

3-15) 4-15H4-50

5-25J

0- 5

10-mesh 20-mesh

20-rnesh 30-mesh 30-mesh 40-mesh 40-mesh 50-mesh

50-mesh 80-mesh

80-mesh 100-mesh 100-mesh 200-mesh

200-mesh (As delivered to the miser

not more than 3 per cent).

(b) Sand of the quality specified which fails to meet the grading requirements in paragraph (a) may be used, provided that when combined with

the aggregate specified in section 2, mineral filler and asphalt cement, a mixture conforming to the requirements of section 10 (6) is produced. In such

case, when tested by means of laboratory screens and sieves, it shall meet the following requirements

:

Per cent Passing K-inch screen 100 Passing 200-mesh sieve, not more than 5 Sec. 4. Mineral filler.—Same as for specification

A-2 (given above).

Sec. 5. Asphalt cement.—The asphalt cement shall be homogeneous and free from water and shall not foam when heated to 175° C. (347° F). It shall meet the following requirements for penetration.

Penetration at 25° C.(77° F.) 100 g, 5 seconds 25 to 60. (Between these limits the engineer shall specify as desired : 25 to 30, 30 to 40, 40 to 50, or 50 to 60.) Sec. 6. Sources of supply.—Practically the same

as for specification B-8. (See 518.27, p. 374.) Sec. 7. Methods of testing.—Same as for specifi- cation B-8, omitting A. S. T. M. D-2 and C-29.

PREPARATION AND COMPOSITION OF MIXTURE

Sec. 8. Preparation of asphalt cement.—Same as

for specification B-8.

Sec. 9. Preparation of mineral aggregate.—(a) The broken stone, broken slag, or mine tailings and

sand shall be dried and heated at the paving plant

in suitably designed revolving driers, and when

delivered to the mixer shall be at a temperature of 275° to 375° F. Both may be fed simultaneously

into the same drier in proper proportions or mixed

in such proportions prior to being heated.

(b) A registering pyrometer shall be installed at a

suitable point at the discharge end of the drier, with the registering device so located as clearly to indicate to the drum firemen the temperature of the

mineral aggregate when discharged. Sec. 10. Preparation and composition of mixture.—

(a) The hot broken stone, broken slag, or mine

tailings, and sand shall be measured accurately by

weight or volume, either as a single correctly pro- portioned combination or separately, for each batch

to be mixed. The mineral filler shall be measured

in like manner. The hot asphalt cement for each

batch shall be measured by actual weighing with

scales attached to the ashpalt-cement bucket. The

mixture shall be made in an approved twin pug

mixer or a rotary mixer in which the asphalt is sprayed into and incorporated with the mineral

aggregate under pressure by first charging it with the broken stone, slag, or mine tailings, sand and

mineral filler. When the mixture is prepared in a

twin pug mixer, the volume of mineral aggregate and

asphalt cement shall not be so great as to extend

above the tips of the mixer blades when these

blades are in a vertical position. After the total mineral aggregate has been thoroughly mixed lor a

period of 15 or 30 seconds, as directed by the engineer, the asphalt cement shall be added and the mixing

continued for a period of at least 30 seconds, or

longer if necessary, to produce a homogeneous mix

ture in which all particles of the mineral aggregate

are coated uniformly.

(b) The constituents of the surface course shall be combined in such proportions as to produce a

mixture conforming to the following composition

limits by weight:

Per cent

Passing H-inch screen, retained on 10-mesh sieve 20 -35 Passing 10-mesh, retained on 40-mesh sieve 7 -25 Passing 40-mesh, retained on 80-mesh sieve 11 -36 Passing 80-mesh, retained on 200-mesh sieve 10 -25 Passing 200-mesh sieve 7 -11 Bitumen (asphalt cement soluble in carbon disulphide) . . 7. 5- 9.

5

The engineer shall specify or approve a mixture

coming within the above limits, and the maximum

permissible variations for the mixture so specified are given below:

Bitumen 0.5 per cent above or below. Sand 2.0 per cent above or below. Coarse aggregate 2.0 per cent above or below. Sec. 11. Paving plant inspection.—Same as for

specification B-8.

Sec. 12. Transportation of mixture.—Same as for

specification B-8.

405
518.37 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

NOTES

These specifications are recommended for use under what may be termed average conditions. It

is realized, however, that no single standard specifi- cation will cover satisfactorily all variations in local conditions which may prevail for individual jobs. Before adopting these specifications verbatim the engineer should, therefore, give particular consideration to the items listed below and, if necessary, make such changes as are suggested. In the matter of cross section a crown of one-fourth inch to the foot is recommended.

I. Stone, slag, or mine tailings.—In section 2 at

least 95 per cent of the broken stone, broken slag, or mine tailings is required to pass a ^-inch screen.

If desired, a slightly larger maximum size may,

however, be used, in which case the following change

should be made:

Section 2, change one-half inch to three-fourths inch and change 95 per cent to 100 per cent.

II. Use of gravel in surface course.—If it is desired to allow for the use of gravel in the construction of the surface course, insert "Gravel" in sections 1, 2, 6, 7, 9, and 10 where needed. Asphalt Association, specification A-4, for sheet- asphalt binder and surface courses, April 10, 1929. (The full text of the specification includes methods

of construction and the following specifications for materials :) Section 1. General description.—(a) The binder

course shall consist of coarse aggregate and sand,

uniformly mixed with asphalt cement, and shall be

laid upon the prepared base to a finished thickness

of inches.

(b) The surface course shall consist of sand and

mineral filler, uniformly mixed with asphalt cement and shall be laid upon the compacted binder course to a finished thickness of inches.

(c) All materials and methods of preparation shall conform to the requirements of these specifications.

MATERIALS

Sec. 2. Coarse aggregate.—The coarse aggregate

shall consist of broken stone produced from tough, durable rock having a per cent of wear not more than

6. It shall be of reasonably uniform quality through- out and shall be clean and free from dust and an

excess of fiat or elongated pieces. When tested by means of laboratory screens and sieves it shall meet

the following requirements and be uniformly graded

between the limits given:

Per cent Passing lJ4-ineh screen, not less than 95 Passing M-inch, retained on 54-inch screen. 15-35 Passing J4-ineh screen, retained on 10-mesh sieve 10-25 Passing 10-mesh sieve, not more than 5 Sec. 3. Sand for binder course.—The sand for binder course shall consist of clean, hard, durable

grains, free from clay, loam, or other foreign matter, and when tested all shall pass a J4-inch laboratory

screen. Sec 4. Sand for surface course.—See specifica- tion A-3, Section 3, Sand (a) (given above)

.

Sec. 5. Mineral filler.—Same as for specification

A-2 (above). Sec. 6. Asphalt cement.—Same as for specifica- tion A-3.

Sec. 7. Sources of supply.—Same as for specifi- cation B-8, 518.27, page 374. Sec. 8. Methods of testing.—Same as for specifi- cation B-8. PREPARATION AND COMPOSITION OF MIXTURE

Sec. 9. Preparation of asphalt cement.—Same as

for specification B-8. 1

Sec. 10. Preparation of mineral aggregates.—(a) The coarse aggregate and sand for binder course

shall be dried and heated at the paving plant in suitably designed revolving driers. They shall be heated to a temperature of 225° to 350° F., as determined on the mixing platform. Both may be

fed simultaneously into the same drier, but, in such

case, immediately after heating they shall be

screened into coarse and fine aggregate and stored

in separate bins.

(6) The sand for surface course aggregate shall be dried, heated, and stored separately at the paving plant as described in the preceding paragraph,

and, when delivered at the mixer, shall be at a temperature of 275° to 400° F. When a mixture

of two or more sands is required in order to produce

a material conforming to the requirements of sec- tion 4, such combination shall be made either before the sand is fed into the drier by proportioning

the sands from separate storage piles and mixing them

by means of shovels or suitable mechanical device.

(c) A registering pyrometer shall be installed at a suitable point at the discharge end of the drier with the registering device so located as clearly to indicate to the drum fireman the temperature

of the mineral aggregate when discharged. Sec. 11. Preparation and composition of binder

course mixture.—(a) The hot coarse aggregate and

sand for binder course shall be measured separately

and accurately either by weight or volume for each batch to be mixed. The required quantity of hot

asphalt cement for each batch shall be measured

by actual weighing with scales attached to the asphalt cement bucket. The mixture shall be made

in an approved twin pug mixer or a rotary mixer

in which the asphalt is sprayed into and incor- porated with the mineral aggregate under pressure by first charging it with the mineral aggregate. After these have been thoroughly mixed for a period

of not less than 15 seconds the asphalt cement

shall be added and the mixing continued for a

period of at least 30 seconds, or longer if necessary,

to produce a homogeneous mixture in which all particles of the mineral aggregate are uniformly

coated.

(6) The constituents of the binder course shall be combined in such proportions as to produce a mixture conforming to the following composition

limits, by weight:

Per cent Coarse aggregate retained on 10-mesh sieve 60-80 Sand and materia] passing 10-mesh sieve. 15-35 Bitumen (soluble in carbon disulphide) 4-0 The engineer shall specify or approve a mixture

coming within the above limits and the maximum

permissible variations from the mixture so specified are given below:

Bitumen. 0.5 per cent above or below. Sand 2.0 per cent above or below. Coarse aggregate 2.0 per cent above or below. Sec. 12. Preparation and composition of surface course mixture.—(a) The hot sand and the mineral

filler shall be measured separately and accurately by

weight or volume for each batch to be mixed. The

hot asphalt cement for each batch shall be measured by actual weighing with scales attached to the asphalt cement bucket. The mixture shall be made in an approved twin pug mixer, or a rotary

mixer in which the asphalt is sprayed into and incor- porated with the mineral aggregate under pressure, by charging it first with the sand and mineral

filler. When the mixture is prepared in a twin

pug mixer the volume of mineral aggregate and

asphalt cement shall not be so great as to extend

above the tips of the mixer blades when these blades are in a vertical position. After the sand

and mineral filler have been thoroughly mixed for a

406
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.37

period of 15 to 30 seconds as directed by the engineer, the asphalt cement shall be added and the mixing continued for a period of at least 30 seconds, or longer, if necessary, to produce a homogeneous

mixture, in w hich all particles of the mineral aggre- gate are coated uniformly.

(b) The constituents of the surface course shall be combined in such proportions as to produce a mixture conforming to the following composition

limits, by weight, and having a density when

thoroughly compressed of not less than 95 per cent

of the calculated maximum density of a voidless mixture composed of the same materials in like proportions:

Per cent Passing 10-mesh, retained on 40-mesh sieve 10 -40 Passing 40-mesh, retained on 80-niesh sieve 20 -45 Passing 80-mesh, retained on 200-mesh sieve. 12 -30 Passing 200-mesh sieve 10 -20 Bitumen (soluble in carbon disulphide) 8. 5-12 The engineer shall specify or approve a mixture

coming within the above limits which, in his judgment, will be suitable and the maximum permissible

variations from the mixture as specified are given below:

Passing 10-mesh 4.0 per cent above or below. Passing 40-mesh 8.0 per cent above or below. Passing 80-mesh 3.0 per cent above or below. Passing 200-mesh 1.5 per cent above or below. Bitumen 0.5 per cent above or below. Sec. 13. Paving plant inspection.—Same as for specification B-8.

Sec. 14. Transportation of mixtures.—Same as for specification B-8. NOTES

The above specifications are recommended by the Asphalt Association for use under what may be

termed average conditions. It is realized, however,

that no single standard specification satisfactorily

will cover all variations in local conditions which

may prevail for individual jobs. Before adopting

these specifications verbatim the engineer, therefore, should give particular attention to the items listed below and, if necessary, make such changes as are suggested. In the matter of cross section a crown

of one-fourth inch to the foot is recommended.

I. Thickness.—These specifications call for a total finished thickness or depth of 3 inches. If it is desired to make the depth 2% inches, the following

changes should be made in the specifications: Section 1 (6), last line, change l}i to 1. II. Use of broken slag in binder course.—If it is desired to permit the use of broken slag in the binder

course the following changes should be made:

Section 2, end of first sentence, insert "or of broken

slag weighing not less than 70 pounds per cubic foot

for the size specified."

III. Use of gravel in binder course.—If it is desired to permit the use of gravel in the binder

course the following change should be made:

Section 2, end of first sentence, insert "or of gravel composed of hard, durable rock particles

free from clay or coatings of any character." IV. High filler mixtures.—Investigations which

have been conducted indicate definitely that where

exceptionally high stability is required, as in the

case of very heavy traffic pavements, this may be

secured by an increase in the 200-mesh filler particles in the mixture above the maximum of 20

per cent allowed by these specifications. When

such increase is made in filler content there should be a corresponding increase in maximum temperature requirements to permit of proper raking of the hot mix. Asphalt Association, specification A-5, for asphaltic concrete binder and surface courses. April 10, 1929.

(The full text of the specification includes material

relative to construction and the following specifi- cation for materials:)

Section 1. General description.—(a) The binder

course shall consist of coarse aggregate and sand,

uniformly mixed with asphalt cement, and shall be laid upon the prepared base to a finished thick- ness of l}i inches.

(6) The asphaltic concrete surface course shall consist of a mineral aggregate composed of broken

stone, broken slag, or mine tailings, sand, and

mineral filler, uniformly mixed with asphalt cement,

and shall be laid upon the compacted binder course

to a finished thickness of 1)4 inches.

(c) All materials and methods of preparation

shall conform to the requirements of these specifications. MATERIALS

Sec. 2. Coarse aggregate for binder course.—The

coarse aggregate shall consist of broken stone produced from tough, durable rock having a per

cent of wear of not more than 6, or of broken slag

weighing not less than 70 pounds per cubic foot

for the size specified. It shall be of reasonably

uniform quality throughout and shall be clean and free from dust and an excess of flat or elongated

pieces. When tested by means of laboratory

screens and sieves it shall meet the following require- ments and be uniformly graded between the limits given:

Per cent Passing lj^-ineh screen, not less than 95 Passing 3^-inch, retained on M-inch screen 15-35 Passing }£-inch screen, retained on 10-mesh sieve 10-25 Passing 10-mesh sieve, not more than 5 Sec. 3. Sand for binder course.—Same as A—4, 518.37 (above). Sec. 4. Stone, slag, or mine tailings for wearing

course.—Same as A-3 (above). Sec. 5. Sand for wearing course.—Same as A-3.

Sec. 6. Mineral filler.—Same as A-2 (above). Sec. 7. Asphalt cement.—The asphalt cement shall be homogeneous and free from water and shall not foam when heated to 175° C. (347° F.). It shall meet the following requirements for penetration:

Penetration at 25° C. (77° F.) 100 g, 5 seconds, 25 to 60. (Between

these limits the engineer shall specify as desired, 25 to 30, 30 to 40, 40

to 50, or 50 to 60.) Sec. 8. Sources of supply.—Same as Asphalt Association, specification B-8, 518.27, page 374

Sec. 9. Methods of testing.—Same as B-8. PREPARATION AND COMPOSITION OF MIXTURES

Sec. 10. Preparation of asphalt cement.-—Same as B-8.

Sec. 11. Preparation of mineral aggregates.—Same

as for specification B-8, with the following addition: The broken stone, broken slag, or mine

tailings and sand shall be dried and heated at the paving plant in suitably designed revolving driers. They shall be heated to a temperature of 275° to 375° F. as determined on the mixing platform.

Both may be simultaneously fed into the same drier

in proper porportions or mixed in such proportions

prior to being heated. Sec. 12. Preparation and composition of binder

course mixture.—Same as A-4.

Sec. 13. Preparation and composition of surface

course mixture.—The hot broken stone, broken slag, or mine tailings and sand shall be measured accurately

by weight or volume, either as a single, correctly

proportioned combination or separately, for each

batch to be mixed. The mineral filler shall be

measured in like manner. The hot asphalt cement

for each batch shall be measured by actual weighing

with scales attached to the asphalt cement bucket.

100925°—30 27 407
518.37 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

The mixture shall be made in an approved twin pug

mixer, or a rotary mixer in which the asphalt is sprayed into and incorporated with the mineral

aggregate under pressure, by first charging it with

the broken stone, slag or mine tailings, sand and

mineral filler. When the mixture is prepared in a twin pug mixer the volume of mineral aggregate and

the asphalt cement shall not be so great as to extend

above the tips of the mixer blades when these blades

are in a vertical position. After the total mineral

aggregate has been thoroughly mixed for a period

of 15 to 30 seconds as directed by the engineer, the asphalt cement shall be added and the mixing con- tinued for a period of at least 30 seconds or longer,

if necessary, to produce a homogeneous mixture in which all particles of the mineral aggregate are coated uniformly.

(6) The constituents of the surface course shall be combined in such proportions as to produce a mixture conforming to the following composition

limits, by weight:

Per cent Bitumen (soluble in carbon disulphide) 7. 5-9.

5

Passing 200-mesh sieve _ 7 -11 Passing 80-mesh, retained on 200-mesh sieve 10 -25 Passing 40-mesh, retained on 80-mesh sieve 11 -36 Passing 10-mesh, retained on 40-mesh sieve 7 -25 Passing }^-inch screen, retained on 10-mesh sieve 20 -35 The engineer shall specify or approve a mixture

coming within the above limits and the maximum

permissible variations from the mixture so specified are given below:

Bitumen 0.5 per cent above or below. Sand 2.0 per cent above or below. Coarse aggregate 2.0 per cent above or below. Sec. 14. Paving plant inspection.—Same as B—8. Sec. 15. Transportation of mixtures.—Same as B-8. Federal Specifications Board, specification No.

276a, United States Government master specifica- tion for asphalt for use in road and pavement construction, May 8, 1925. See 505.11, page 145. Federal Specifications Board, specification No.

459, United States Government master specifica- tion for broken stone and broken slag for binder

course, sheet asphalt pavement, January 25, 1927. See 512.15, page 251 (for broken stone), and 512.2, page 255 (for broken slag). United States Department of Commerce, Bureau of Standards, Simplified Practice Recommendation No.

4, for asphalt (penetration limits), January 1, 1924. See 505.0, page 145. 518.38 Sand Clay or Topsoil Pavements.

American Society for Testing Materials, tentative specifications for commercial sizes of sand and

gravel for highway construction, serial designation

D64-20T, 1920. See 512.10, page 215. American Society for Testing Materials, tentative

specifications for natural or artificial sand-clay

mixtures for road surfacing, serial designation

D67-23T, 1923.

1. The sand-clay shall be composed of either a

naturally occurring or artificially prepared mixture

of hard, durable, preferably angular, fragments of sand, together with silt and clay with or without

gravel, and shall be free from an excess of feldspar or mica.

2. (a) When tested by means of laboratory sieves and screens the material shall conform to the follow- ing requirements as to grading:

Per cent Passing 2-inch screen 100 Passing J^-ineh screen 30-100

(6) The material, if any, retained on the %-inch

screen shall be uniformly graded from the maximum

size present to % inch.

(c) The material passing the %-inch screen shall conform to the following requirements:

Per cent Total sand . 50-80 Sand retained on No. 60 sieve 30-60

Silt _ 5-20 Clay 15-30

3. The tests for the mechanical analysis of the

sand, clay, natural sand-clay or topsoil mixtures

shall be made in accordance with sections 4 to 7, except that the determination of the percentage of suspension clay may be omitted and the percentage

of total clay may be calculated by difference as

follows:

100— (percentage of sand + percentage of silt) = percentage of clay.

4. The sample as received shall be dried in an oven

at a temperature not to exceed 100° C. (212° F.), and

shall then be broken up in a mortar by means of a

rubber-covered pestle, care being taken not to break

any fragments of rock or sand. The sample shall then be passed through a J^-inch screen, and the

material passing this screen further pulverized by

rolling out in a thin layer on a rubber pad, using a

rubber-covered roller, after which the sample shall be passed through a No. 10 sieve.

5. The apparatus shall consist of a wide-mouthed

cylindrical glass jar of at least 10 liters capacity; a

soil centrifuge with a 4 or 8 tube head of such diameter that a speed of 1,500 r. p. m. will exert a centrif- ugal force approximately 500 times the force of gravity; 4 centrifuge tubes of 100 cc capacity; and a

chemical balance sensitive to 0.001 g.

6. By the method of quartering, a sample weighing approximately 25 g and passing the No. 10 sieve

shall be selected and placed in a beaker with approximately 500 cc of distilled water. This mixture shall be gradually brought up to the boiling point during

a period of one hour and then be allowed to simmer

for an additional hour. After standing until cool, the material in the beaker shall be thoroughly

brushed and dispersed with a stiff brush for 2 or 3 minutes and then allowed to stand for 8 minutes.

The supernatant liquid shall then be decanted to a

depth of 8 cm from the surface of the liquid into a

vessel having a capacity of about 10 liters. About

500 cc of ammoniated water (concentration 1 : 500)

shall be added to the material remaining in the beaker and the brushing repeated as before. After

again standing for 8 minutes, the supernatant liquid

shall be decanted into the large vessel. This process

shall be repeated until the supernatant liquid

becomes clear after 8 minutes sedimentation. The

sand and silt have now been separated from the clay

and suspension clay, which are contained in the

large vessel. The material in the beaker shall then

be transferred to an evaporating dish, dried to constant weight at a temperature not to exceed 100° C.

(212° F.), cooled, and a mechanical analysis made,

using No. 20, No. 60, No. 100, and No. 200 sieves. Material retained on each sieve shall be recorded as percentage of the original sample, and that which

passes the No. 200 sieve shall be recorded as the

percentage of silt in the original sample.

The volume of liquid in the large vessel shall now

be brought up to at least 10 liters by the addition of ammoniated water, and the vessel thoroughly shaken

until all material is in suspension. Seventy cubic centimeters of the liquid shall then be siphoned from

this vessel at a depth of about one-half the total depth of the liquid into each of 4 centrifuge tubes. The tubes shall then be mounted in the centrifuge

and run for 30 minutes at a speed which for the diameter of the head used will exert a centrifugal

force approximately 500 times the force of gravity.

The material which has been thrown out of the liquid

by centrifuging shall be classified as clay and that which remains in suspension as suspension clay.

408
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.38

The solution containing the suspension clay shall then be decanted, evaporated to dryness, and the weight of the suspension clay determined. The clay

remaining in the tube shall also be dried and weighed.

The weight of suspension clay is found from the

liquid in four tubes, or 280 cc; consequently this weight must be multiplied by the factor obtained by

dividing the total volume used by 280 cc in order to obtain the total suspension clay in the original

sample. The weight of clay is determined from the

clay in one tube, or 70 cc; therefore, the total volume

divided by 70 cc gives the factor by which this weight should be multiplied to give the total clay in the original sample. The total weights of clay and

suspension clay thus obtained are converted into percentages of "the original 25 g sample. The deter- mination of the percentage of suspension clay by

this method includes any water-soluble material present which may be determined separately if desired.

7. In case it is not considered necessary to make a determination of the percentage of suspension clay, the following procedure for determination of total clay (clay plus suspension clay) may be followed: An aliquot portion of the total volume of water

used in washing the sample shall be taken and evaporated to dryness and the weights of clay plus sus- pension clay obtained, which shall be expressed

as the percentage of total clay in the original 25 g

sample.

American Society for Testing Materials, tentative method of test for quantity of clay in sand-clay,

topsoil, and semigravel for highway construction,

serial designation D73-20T, 1920.

1. This test covers the determination of the quantity of clay in that portion of sand-clay, topsoil, and semigravel for highway construction which

passes a No. 10 sieve.76 2. Five hundred grams of material shall be dried

to constant weight at a temperature below 176.6° C. (350° F.). The material shall be gently pulverized

to break down soft clods or masses, but not to grind

or break hard material. It shall be passed through

a No. 10 sieve and the coarse residue weighed and

recorded as "coarse material." The material pass- ing the No. 10 sieve shall be used as a starting point

of a percentage analysis as follows:

3. Two samples of 50 g of this material shall be

weighed out for duplicate analyses. Each shall be

placed in a tared wide-mouth bottle (5 to 6 cm in diameter and 12 to 15 cm high). Five cubic centi- meters of dilute ammonia water and about 200 cc of water shall be added. The bottle shall be closed with a cork or glass stopper and shaken vigorously

for 20 minutes. The sample shall be allowed to

settle eight minutes and decanted carefuUy, or the supernatant liquid siphoned off to a depth of 8 cm

below the surface of the liquid. (The depth of the

liquid in the bottle should be sufficient to leave about

4 cm below the point of siphoning.) The bottle

shall again be filled with water, shaken for 3 minutes, allowed to settle and siphoned off as before. This

process shall be repeated until the supernatant

liquid is clear. Care should be taken to wash the stopper and neck of the bottle free from coarse material before decanting. The bottle and washed material shall be dried to constant weight at a temperature between 100° and 110° C. (212° to 230° F.), weighed, and the net weight of washed material determined.

4. The percentage of clay shall be calculated from

the formula:

Percentage of clay=0rigillal weight-weight after washing

Original weight

5. As a check the washings drawn off shall be

collected and evaporated to dryness for direct recovery of the fine sediment classed as clay

:

Percentage of clay=Weight of residue X100

7! For specifications for sieves, see A. S. T. M. E 11, 500.2, p. 1.

Original weight

6. The determinations of percentage of clay on

the two samples shall check within ± 1 percentage of clay to be acceptable. Federal Specifications Board, specification No.

452, United States Government master specifica- tion for materials for topsoil or sand-clay road surfaces, January 25, 1927.GRADES

The materials covered by this specification shall be supplied in the particular grade or grades ordered

(see Note 2), grade A, grade B, and grade C. GENERAL REQUIREMENTS

Materials for topsoil or sand-clay road surfaces

shall be composed of naturally occurring or artifi- cially prepared mixtures of hard, durable fragments

of sand, together with silt and clay of suitable binding properties, and may carry a considerable amount of gravel. The material shall be free from an excess of feldspar or mica.

DETAIL REQUIREMENTS

1. Materials for topsoil or sand-clay road surfaces, when tested by means of laboratory screens,

shall meet the following requirements:

Per cent Passing J4-inch screen... 70-100 Passing 2-inch screen 100

2. Material, if any, retained on the %-inch screen

shall be uniformly graded from the maximum size present to Yt inch.

3. The material passing the H-inch screen shall conform to the following requirements for the respective grades as designated:

Grade

A B C

Clay

Per cent 10-20 5-15

65-80 45-60

Per cent 10-25 5-20

60-80 30-60

Per cent 10-25

5-20 55-80 30-60

Silt Total sand Sand retained on No. 60 sieve

METHODS OF SAMPLING AND TESTING

The topsoil or sand-clay materials shall be tested

in accordance with the following methods:

1. Preparation of sample.—Former A. S. T. M.

tentative method D137-24T, paragraph 2, pro- ceedings A. S. T. M., 1924, Part I, page 922.

2. Mechanical analysis of total sample.—A. S. T. M.

D18. (See 512.15, p. 250.)

3. Mechanical analysis of material passing

inch screen.—Former A. S. T. M. tentative method

D137-24T, proceedings A. S. T. M., 1924, Part I, page 922, using U. S. Standard sieves meeting the requirements of A. S. T. M. standard specification

Ell. (See 500.2, p. 1.) The determination of "suspension clay" shall be omitted, and the percentage of clay may be

calculated by difference as follows:

Percentage of»c}ay=100—percentage of sand—percentage of silt

409
518.38 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

NOTES

1. In economical construction of topsoil and

sand-clay roads, it is necessary to use the best

available local materials. In promulgating this master specification, the Federal Specifications

Board does not intend, therefore, that the use of

its requirements shall be strictly mandatory;

where material conforming to the requirements is not economically available, the master specification should serve as a guide in the selection of material.

2. The material designated as grade A is suitable

for use on roads carrying an average traffic of not more than 400 vehicles per day. The material designated as grade B is of intermediate value, and

that designated as grade C is suitable for secondary

roads carrying only very light traffic. National Sand and Gravel Association, Bulletin 3, Representative Specifications for Different Uses of Sand and Gravel, November, 1928.

(In this bulletin, representative specifications,

many of which are presented in this volume, and

including specifications for sand-clay road surfaces, have been summarized.)

518.39 Miscellaneous Pavement Specifications,

American Association of State Highway Officials, tentative standard specifications for highway

materials, 1927. See 512.15, page 244. American Society for Testing Materials, standard

specifications for broken slag for bituminous wearing

course, serial designation D159-27, 1927. See 512.2, page 254. American Society for Testing Materials, tentative

specifications for broken stone for water-bound

macadam surface course, serial designation D191-

29, 1924. See 512.15, page 250. National Slag Association, recommended specifi- cations for slag to be used in highways and highway

structures, 1927. See 512.2, page 256. National Slate Association, specification for slate

floors, terraces, and walks, 1925. See 518.56, page 425. 518.4 BRIDGE CONSTRUCTION.

518.40 General Items.

American Association of State Highway Officials, standard specifications for bridges and incidental

structures, 1928. This organization has prepared specifications re- lating to bridge construction, including five divisions, captioned (1) General provisions, (2) materials,

(3) general construction, (4) special construction,

and (5) design. Specifications contained in the volume relating to nonmetallic minerals have been

placed in this compilation under their proper commodity headings, as follows:

Portland cement, 516.11, page 287. Water for use with cement, 516.0, page 281. Fine aggregate. (See A. A. S. H. O., highway materials, fine aggregate, 512.13, p. 235.) Coarse aggregate, 512.14, page 242. Rubble or cyclopean aggregate, 512.14, page 243. Stone for masonry, 511.9, page 212. Brick, 534.10, page 559. Bituminous materials:

Fillers, 505.15, page 149. Bituminous carpets, 505.31, page 174. Asphalt for bituminous carpets, 505.13, page 147. Waterproofing materials, 505.16, page 151. Paving blocks, 518.37, page 395. Bearing piles, 518.42, page 411. Concrete masonry, 516.3, page 301. Ashlar masonry, 518.82, page 473. Mortar rubble masonry, 518.82, page 474. Dry rubble masonry, 518.81, page 473. Brick masonry, 518.83, page 475.

Riprap, 511.72, page 208. Concrete cribbing, 516.4, page 317. Waterproofing, 505.16, page 151. Foundations and substructures, (given below). Monolithic concrete culverts, 518.61, page 441. Reinforced concrete slab and girder bridges, 518.44, page 413. Concrete viaducts, 518.72, page 471. Arches, 518.46, page 414. Bridge floors, 518.45, page 414. Wearing surfaces for bridge floors, 518.45, page 413. Railings and parapets, 518.43, page 413, and 516.3, page 301. Control of materials, 518.40, see below. Excavation and fill, 518.49, page 415. American Association of State Highway Officials, standard specifications for highway bridges and in- cidental structures, 1928. CONTROL OF MATERIALS

SOURCE OF SUPPLY AND QUALITY

These specifications contemplate the use of first- class materials throughout, used in such a manner

as to produce completed construction which is workmanlike and acceptable in every detail. Only

materials conforming to the requirements of these

specifications and approved by the engineer shall be

used in the work. The source of supply of materials

shall be approved by the engineer before shipment

is made.

TESTS OF MATERIALS

All tests of materials shall be made by the engineer

in accordance with approved methods as described and designated in these specifications.

When tests of materials are necessary, such tests

shall be made by and at the expense of the commission unless otherwise provided. The contractor

shall afford such facilities as the engineer may re- quire for collecting and forwarding samples, and

shall hold the materials represented by the samples

until tests have been made and the materials found

equal to the requirements of the specifications or to approved samples. The contractor in all cases

shall furnish the required samples without charge. STORAGE OF MATERIALS

Materials shall be stored so as to insure the pres- ervation of their quality and fitness for the work.

Stored materials shall be located so as to facilitate prompt inspection. That portion of the right of way not required for public travel may be used for storage purposes and for the placing of the contractor's plant and equipment, and any additional space required, unless otherwise stipulated, shall be provided by the contractor at his expense. DEFECTIVE MATERIALS

All materials which do not meet the requirements

of these specifications will be rejected, and shall be removed immediately from the work unless per- mitted by the engineer to remain on the work. American Association of State Highway Officials, standard specifications for highway bridges and inci- dental structures, 1928. FOUNDATIONS AND SUBSTRUCTURES

(This specification consists largely of construction requirements, with the following specifications for classes of concrete.)

All concrete for mass footings, except concrete placed under water, shall be of class C concrete

unless otherwise specified. All massive pier shafts, gravity walls and other mass construction shall be

of class B concrete unless otherwise specified. All reinforced work such as cantilever footings, walls, pier diaphragms, and other like construction, shall be of class A concrete. Note.—For definitions of the various classes of concrete mentioned

above, see 516.3, page 301, American Association of State Highway

Officials, specification for "Concrete masonry."

410
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.42

518.41 Bridges.

American Association of State Highway Officials, standard specifications for bridges and incidental

structures, 1928. See 518.40, page 410. American Railway Engineering Association, specifications for stone masonry. BRIDGE AND RETAINING WALL MASONRY

See 518.89, page 479. 518.42 Piling.

American Association of State Highway Officials, standard specifications for highway bridges and

incidental structures, 1928. BEARING PILES, CONCRETE

(The full text of this specification includes material

relative to form work, methods of casting, storing,

setting, measuring, and payment, also specifications

for timber piles, and the following additional requirements.)

MANUFACTURE OF PRECAST CONCRETE PILES

Size and shape.—Precast concrete piles shall be of approved size and shape. If a square section is employed, the corners shall be chamfered at least 1 inch. Piles perferably shall be cast with a driving

point and for hard driving preferably shall be shod

with a metal shoe of approved pattern. Piling may

be either of uniform section or tapered. In general,

tapered piling shall not be used for trestle construction except for that portion of the pile which lies below the ground line; nor shall tapered piles be used

in any location where the piles are to act as columns. In general, concrete piles shall have a cross-sectional

area, measured above the taper, of not less than

140 square inches and when they are to be used in

salt water they shall have a cross-sectional area of not less than 220 square inches. Class of concrete.—Class D concrete shall be used

for precast concrete piles. (See 516.3, p. 301, American Highway Officials specification for "Concrete

masonry.")

Reinforcement.—Reinforcement for precast concrete piles shall consist of longitudinal bars in combination with lateral reinforcement in the form of hoops or spirals. The longitudinal reinforcement

shall be not less than 1 per cent and preferably not

less than 1}£ per cent of the total cross section of the

pile. The reinforcement shall be placed at a clear distance from the face of the pile of not less than 2 inches and when the piles are for use in salt water or

alkali soils this clear distance shall be not less than

3 inches. The driving point and also the top of the

pile shall be protected against impact by means of special spiral winding or bands designed for this purpose. The reinforcing system preferably shall be of the unit type, rigidly wired or fastened at all intersections and held to true position in the forms

by means of concrete blocks or other suitable device. When piles exceed 55 feet in length, additional

longitudinal reinforcement shall be added throughout the central one-third of the length. Piling under

retaining walls, arch footings, abutments, etc., shall be designed to withstand the lateral stresses induced. MANUFACTURE OF CAST-IN-PLACE CONCRETE

PILES

Description.—Cast-in-place concrete piles shall be

cast in strong metal shells which shall remain -per- manently in place. Metal shells.—The metal shall be of a sufficient thickness and reinforced to such an extent that it

will hold its original form and show no signs of dis- tortion after the core has been withdrawn. The

design of the shell shall be submitted to and approved

by the engineer before any driving is done.

Inspection of shells.—After the shell has been

driven and the core withdrawn, the shell shall be

inspected and approved before any concrete is placed. No payment will be made for any shell which has been improperly driven, is broken, or otherwise defective and, if necessary, any such shell shall be removed and replaced. Class of concrete.—Class D concrete shall be used

for cast-in-place concrete piles. (See 516.3 p. 301. American Association of State Highway Officials specification for concrete masonry.)

Reinforcement.—Reinforcement for cast-in-place

piles shall be of the unit type, rigidly fastened to- gether and lowered into the shell before concrete is placed. No loose bars will be permitted. The

reinforcement shall be secured in such a manner as

to insure its proper location in the finished pile. Placing concrete.—No concrete shall be placed

until all driving within a radius of 15 feet has been

completed, or until all the shells for any one bent

have been completely driven. If this can not be

done, all driving within the above limits shall be

discontinued until the concrete in the last pile cast has set at least seven days. Concrete shall be placed continuously in each pile, care being used to fill every part of the shell and to work concrete around the reinforcement without

displacing it. No concrete shall be placed in shells containing an accumulation of water. EXTENSIONS OR "BUILD UPS"

Extensions, splices or " build ups" on concrete piles shall be avoided, but when necessary they shall be

made as follows: After the driving is completed, the concrete at the end of the pile shall be cut away, leaving the rein- forcing steel exposed for a length of 40 diameters. The final cut of the concrete shall be perpendicular

to the axis of the pile. Reinforcement similar to that used in the pile shall be securely fastened to the

projecting steel and the necessary form work shall be placed, care being taken to prevent leakage along

the pile. The concrete shall be of the same quality

as that used originally in the pile. Just prior to placing concrete the top of the pile shall be thoroughly wetted and covered with a thin coating of neat cement, retempered mortar, or other suitable bonding

material. The forms shaU remain in place not less than seven days and shall then be carefully removed

and the entire exposed surface of the pile finished as above specified.

American Railway Engineering Association, specifications for constructing premolded concrete piles, 1927.

1. Piles shall be made in accordance with the di- mensions shown on the drawings.

2. The workmanship and materials shall be in accordance with the specifications for concrete,

plain and reinforced, of the American Railway

Engineering Association, (see 516.3, p. 303) with

the modifications as shown on the following page. AGGREGATES

3. The coarse aggregate shall consist of material such as crushed stone or gravel varying in size from

one-fourth inch to three-fourths inch. PROPORTIONS

4. Concrete shall be of such mixture as to give a

strength of 3,000 lbs./in. 2 at 28 days.

411
518.42 STANDAKDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

412
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.45

5. Where ordinary method of sheltered curing is employed, piles shall be seasoned for a period of not

less than 3 days before being moved and not less than

28 days before handling and moving to the site of driving. No method of accelerated seasoning shall be used until approved by the engineer.

6. Each pile shall be stamped or marked with the date of its manufacture.

HANDLING

7. Piles shall be handled carefully, avoiding any

dropping or heavy jarring while in horizontal

positions.

Simplex Concrete Pile Association, specifications for standard simplex concrete piles. General.—Piles shall be made of concrete, cast-in- place, and shall be of the standard simplex type. Materials and workmanship shall in all respects

comply with the requirements of the best engineering practice for such work. The contractor for piling shall furnish and install complete all piling

shown on the drawings and called for in the specifi- cations, and shall at all times cooperate with the other contractors doing work on the same project.

Concrete.—The concrete shall be mixed thoroughly

and to proper consistency in the proportions as

specified under general specifications for the work to be done and shall be placed in such a manner as not

to disturb the proper distribution of the mixture. Method.—Standard simplex concrete piles are

cast in place by driving to proper penetration a

cylindrical steel driving form fitted at its lower end

with a detachable cast-iron or pressed-steel base. The driving form is then filled with concrete to the

necessary height and withdrawn, leaving the cast- iron or pressed-steel base in the ground with a column

of concrete on top of it completely filling the hole to

its compacted walls. Note.—The full text of the specification includes requirements

tor driving forms, base, capacity, driving, basis of contract, length and

spacing of piles, and reinforcement. 518.43 Parapets and Railings.

American Association of State Highway Officials, standard specifications for highway bridges and

incidental structures, 1928. RAILINGS AND PARAPETS

This specification covers masonry and brick parapets and railings, concrete railings, and pipe

railings. The specification in full gives construction requirements. For concrete railings, the material specified is class "D" concrete. (See 516.3, p. 301, American Association of State Highway Officials, "Concrete

masonry.")

518.44 Slabs and Girders.

American Association of State Highway Officials, standard specifications for highway bridges and

incidental structures, 1928. REINFORCED CONCRETE SLAB AND GIRDER

BRIDGES

(This specification consists largely of construction requirements, with the following specifications for

classes of concrete:) In concrete slab and girder bridges, class "A"

concrete shall be used throughout except for rail- ings. Class "D" concrete shall be used for railings,

lamp-posts and other ornamental parts of the struc- ture above the curbs.

Note.—For definitions of the various classes of concrete mentioned

above, see 516.3, page 301, American Association of State Highway

Officials, specification for " Concrete masonry."

518.45 Floors and Wearing Surfaces.

American Association of State Highway Officials, standard specifications for highway bridges and

incidental structures, 1928. WEARING SURFACES FOR BRIDGE FLOORS

CONCRETE WEARING SURFACE Concrete wearing surfaces for concrete floors may

consist either of an additional thickness of concrete placed monolithically with the floor proper or of a

separately placed wearing surface of concrete. For monolithic construction the additional floor thickness shall be not less than three-fourths inch and the entire floor slab shall be of class D concrete. (See 516.3, p. 301, American Association of State Highway Officials, "Concrete masonry.") Separately placed concrete wearing surfaces shall be not

less than 4 inches thick at the center and 2}i inches

thick at the edges and shall be of class " D " concrete. BRICK WEARING SURFACE

Brick wearing surfaces for concrete floors shall be

placed only after the concrete floor has been thor- oughly cured.

Materials

All materials used in the construction of brick wearing surfaces shall conform to 534.11, page 577,

American Association of State Highway Officials, "Paving brick." Sand for the sand-cement bedding

course shall conform to the requirements for grade

B fine aggregate, see 512.13, American Association

of State Highway Officials, "Fine aggregate." SAND-CEMENT BED The sand-cement bedding course shall consist of sand and Portland cement, in the proportion of 1 part cement and 4 parts sand, mixed dry until the mass is of a uniform color. The mixing may be

done in an approved batch mixer or by hand on a

clean, tight surface.ASPHAIT FILLER

All joints shall be filled with hot asphalt filler and

a surface dressing applied on the day of laying the

brick. SURFACE DRESSING Immediately after the joints have been filled, and

while the filler is still soft and pliable, the pavement

shall be covered with a thin layer of dry sand, stone,

or slag screenings, or granulated slag. This top

dressing shall be of such sizes that all will pass a ^-inch sieve. ASPHALT BLOCK WEARING SURFACE

Asphalt block wearing surfaces for concrete floors

shall be placed only after the concrete floor has been

thoroughly cured.

Materials

All materials used in the construction of asphalt

block wearing surfaces shall conform to 518.37, page 395, American Association of State Highway

Officials, "Asphalt paving block." Sand for the mortar bed shall conform to the requirements for grade B fine aggregate. (See 512.13. American

Association of State Highway Officials, Fine aggregate. " s MORTAR BED The mortar bed shall consist of sand and Portland

cement, in the proportion of 1 part cement to 4 parts

sand, mixed with sufficient water to thoroughly

moisten the ingredients and to make a mortar of such consistency that it can easily be spread upon

413
518.45 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

the foundation and struck with a templet to a smooth

and even surface. It must not, however, be so soft as to allow the blocks to sink into the mortar when

they are placed thereon. BITUMINOUS CARPETS

Materials Bituminous materials.—The bituminous materials used in the construction of bituminous carpets shall conform to the requirements of American Association of State Highway Officials, 505.13, page 147, "Asphalt for bituminous carpets," and 505.31, page

174, "Bituminous carpets."

Aggregate.—The aggregate shall consist of gravel, stone chips, or slag which shall be clean, sound, and

hard, and thoroughly dry when applied. Material

containing soft or partially disintegrated particles of stone or shale will not be accepted. The aggre- gate shall be washed and screened to such size that

all of it will pass a sieve having J4-inch square openings, and not more than 15 per cent shall pass a }i-inch

sieve. Note—The full text of the specification includes material regard- ing construction of the types given above, also specifications for creosoted wood block wearing surface. American Association of State Highway Officials, standard specifications for highway bridges and

incidental structures, 1928. BRIDGE FLOORS (CONCRETE)

The concrete used for bridge floors shall be class "A" concrete unless otherwise specified. (See

516.3, p. 301, American Association of State Highway Officials, "Concrete masonry.")

Expansion joints shall be constructed as shown

on the plans and in accordance with the require- ments specified in American Association of State Highway Officials, "Concrete masonry."

Note.—The full text of the specification includes directions for construction and curing, also specifications for plank and laminated

or strip floors. American Association of State Highway Officials, standard specifications for highway bridges and

incidental structures, 1928. BITUMINOUS MATERIALS (ASPHALT FOR BITU- MINOUS CARPETS)

See 505.13, page 147. 518.46 Arches.

American Association of State Highway Officials, standard specifications for bridges and incidental

structures, 1928. ARCHES

(This specification includes material relative to construction and the following additional:) CONCRETE ARCHES

Class of Concrete Unless otherwise specified, mass footings shall be

of class C concrete; mass piers and abutments of

class B concrete; and arch rings, ribs and roadway

floor slabs of class A concrete. Other portions of the work shall be of class A concrete if reinforced and of class B concrete if unreinforced. EXPANSION JOINTS Expansion joints, where required, shall be con- structed as shown on the plans and in accordance

with the requirements specified in 516.3, page 301,

American Association of State Highway Officials, specifications for concrete masonry.

SURFACE FINISH Unless otherwise specified, all arch ribs or rings,

rails, copings, and exposed faces of spandrel and

wing walls shall be finished in accordance with the requirements specified for class 1 surface finish. The exposed surfaces of piers and abutments below

the spring fine of the arches shall be finished in accordance with the requirements for class 2

surface finish. Particular care shall be exercised in order to produce a pleasing and uniform surface finish throughout the entire portion of the structure

visible above the ground.

On filled spandrel arches the extrados of the rings

shall be screeded to correct contour and finished with a wooden float unless extrados forms are used,

and the extrados and the inside faces of the spandrel

walls shall be left smooth to receive the waterproofing. ASHLAR MASONRY ARCHES

Ashlar masonry arches shall be constructed in accordance with the requirements of "Ashlar masonry" (see 518.82 p. 473) with the following

modifications:

Arch Rings The number of courses and the depth of voussoirs

shall be as shown on the plans. Voussoirs shaU be

placed in the order indicated; shall be full size throughout, dressed true to templet, and shall have

bond not less than the thickness of the stone. Beds

and joints shall be fine finished and mortar joints

shall not exceed three-eighths inch in thickness. Exposed surfaces of the intrados and arch ring shall be given the surface finish indicated on the plans.

Backing

Backing may consist of class B concrete or large

stone, shaped to fit the arch, bonded to the spandrels,

and laid in full beds of mortar. The extrados and

inside faces of the spandrel walls shall be given a

finishing coat of 1 to 2% cement mortar which shall be troweled smooth to receive the waterproofing. RUBBLE MASONRY ARCHES Rubble masonry arches shall be constructed in accordance with the requirements of " Mortar rubble masonry " (see 518.82, p. 474, American Association

of State High-way Officials) , with the following modifications: Arch Rings The number of courses and the depth of voussoirs

shall be as shown on the plans. Voussoirs shall be

placed in the order indicated; shall be full size throughout and shall have bond not less than their thickness. Beds shall be roughly pointed to bring

them to radial planes. Radial joints shall be in planes parallel to the transverse axis of the arch and,

when measured at the intrados, shall not exceed

three-fourths inch in thickness. Joints perpendicular to the arch axis shall not exceed 1 inch in thick- ness when measured at the intrados. The intrados

face shall be dressed sufficiently to permit the stone

to rest properly upon the centering. Exposed faces

of the arch ring shall be rock faced with edges

pitched to true lines. The work shall be carried up symmetrically

about the crown, the stone being laid in full mortar

beds and the joints grouted where necessary. No

spalls will be permitted.

Backing

Backing may consist of class B concrete or large stone shaped to fit the arch, bonded to the spandrels,

and laid in full beds of mortar. The extrados and

414
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.49

inside faces of the spandrel walls shall be given a

finishing coat of 1 to 2% cement mortar which shall be troweled smooth to receive the waterproofing.

(For definitions of the various classes of concrete and surface finish mentioned above, see 516.3, p. 301,

American Association of State Highway Officials, specifications for "Concrete masonry.")

518.49 Miscellaneous Items under Bridge

Construction.

American Association of State Highway Officials, standard specifications for highway bridges and

incidental structures, 1928. EXCAVATION AND FILL

GENERAL Foundation excavation shall include the removal

of all material of whatever nature necessary for the construction of foundations and substructures

in accordance with the plans or as directed by the

engineer. It shall include the furnishing of all necessary equipment and the construction of all cribs, cofferdams, caissons, etc., which may be

necessary for the execution of the work. It shall also include the subsequent removal of cofferdams and cribs and the placement of all necessary back

fill as hereinafter specified.

CLASSIFICATION OF EXCAVATION

Classification of excavation, if any, will be made

on the basis of the material to be removed between

certain elevations. Such classification will be indi- cated on the plans and set forth in the proposal. DEPTH OF FOOTINGS The elevations of the bottoms of footings, as shown on the plans, shall be considered as approximate only, and the engineer may order, in writing,

such changes in dimensions or elevations of footings

as may be necessary to secure a satisfactory foundation. TREATMENT OF FOUNDATION MATERIALS

Solid rock.—All rock or other hard foundation

material shall be freed from all loose material, cleaned and cut to a firm surface, either level, stepped, or serrated, as may be directed by the

engineer. All seams shall be cleaned out and

filled with concrete, mortar, or grout. Other materials.—When masonry is to rest on an excavated surface other than rock, special care

shall be taken not to disturb the bottom of the excavation and the final removal of the foundation

material to grade shall not be made until just before the masonry is to be placed. COFFERDAMS

Construction.—Cofferdams or cribs for foundation

construction shall, in general, be carried well below the bottom of the footings and shall be

well braced and as water-tight as practicable. In

general, the interior dimensions of cofferdams shall be such as to give sufficient clearance for the construction of forms and the inspection of their

exteriors, and to permit pumping outside of the

forms. Cofferdams or cribs which are tilted or moved laterally during the process of sinking

shall be righted or enlarged so as to provide the necessary clearance and this shall be at the sole expense of the contractor. When conditions are encountered which, in the opinion of the engineer, render it impracticable

to unwater the foundation before placing masonry,

he may require the construction of a concrete foundation seal of such dimensions as may be necessary. The foundation shall then be pumped out and the

balance of the masonry placed in the dry. When

weighted cribs are employed and the weight utilized

to partially overcome the hydrostatic pressure

acting against the bottom of the foundation seal, special anchorage, such as dowels or keys, shall be provided to transfer the entire weight of the

crib into the foundation seal. When a foundation

seal is placed under water, the cofferdam shall be

vented or ported at low-water level. Cofferdams shall be constructed so as to protect green concrete against damage from a sudden rising

of the stream and to prevent damage to the foundation by erosion. No timber or bracing shall be

left in cofferdams or cribs in such a way as to extend

into the substructure masonry, without written permission from the engineer. For substructure work, the contractor shall submit, upon request, drawings showing his proposed

method of cofferdam construction and other details

left open to his choice or not fully shown on the

engineer's drawings. Such drawings shall be ap- proved by the engineer before construction is started. Removal.—Unless otherwise provided, cofferdams

or cribs with all sheeting and bracing shall be re- moved by the contractor after the completion of the

substructure. The removal shall be effected in such

a manner as not to disturb or mar the finished masonry. PUMPING Pumping from the interior of any foundation

inclosure shall be done in such manner as to pre- clude the possibility of any portion of the concrete

materials being carried away. No pumping will be permitted during the placing of concrete or for a

period of at least 24 hours thereafter, unless it be done from a suitable sump separated from the concrete work by a water-tight wall. Pumping to unwater a sealed cofferdam shall not commence until the seal has set sufficiently to with- stand the hydrostatic pressure. INSPECTION

After each excavation is completed, the contractor

shall notify the engineer, and no masonry shall be

placed until after the engineer has approved the depth

of the excavation and the character of the foundation material. BACK FILLING

All material used for back fill shall be of a quality

acceptable to the engineer and shall be free from

large or frozen lumps, wood, or other extraneous

material.

All spaces excavated and not occupied by abut- ments, piers, or other permanent work shall be

refilled with earth up to the surface of the surrounding ground, with a sufficient allowance for settle- ment. All back fill shall be thoroughly compacted

and, in general, its top surface shall be neatly graded.

The filling behind abutments and wing walls of all bridge structures shall be deposited in horizontal

layers and well compacted. Special precautions

shall be taken to prevent any wedging action against the masonry and the slope bounding the excavation

for abutments and wing walls shall be destroyed by

stepping or serrating to prevent wedge action.

Fill placed around culverts and piers shall be

deposited on both sides to approximately the same

elevation at the same time. Adequate provision shall be made for the thorough

drainage of all back filling. French drains shall be

placed at weep holes. For foundations through hard material exposed

to erosion, the back fill around piers and in front of

415
518.49 STANDAEDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

abutments and wings may be ordered by the

engineer to be of stone or of lean concrete, in which

case, unless otherwise provided, this back fill shall be paid for as extra work.

No back filling shall be placed against any

masonry abutment, wing, wall or culvert until per- mission shall have been given by the engineer and

preferably not until the masonry has been in place

21 days.

APPROACH EMBANKMENT

When the contract for any bridge structure in- volves the placement of approach embankments,

these shall be constructed and paid for in accordance

with the highway specifications governing this class of work in effect for the particular locality involved. MEASUREMENT AND PAYMENT Payment for foundation excavation shall include the cost of all labor, material, and equipment, and

other items that may be necessary or convenient to the successful completion of the excavation to the

elevation shown for the bottom of the footings. It shall also include the cost of removing cofferdams and any surplus material which may have been

thrown up during the process of excavation, and

shall include the cost of back filling an amount of material equal to the amount of excavation. Any

back fill required in excess of the amount excavated

shall be paid for as extra work unless a price is asked

for and tendered on extra back fill. The yardage of excavation paid for will be that

actually removed, except that no payment will be

made for material removed outside of an area which

is bounded by vertical planes 1 foot outside of the

footings and parallel thereto. When it is necessary to carry footings deeper than

the elevation shown on the plans, payment will be made on the basis of the prices tendered for such

excavation or, in case no such prices are tendered,

it may be paid for as extra work.

518.5 BUILDING CONSTRUCTION AND MATERIALS.

518.50 General Items. ''See also 505.16 and

505.36.)

American Railway Engineering Association, speci- fications for buildings for railway purposes. These specifications contain various items for construction of, and materials used in, buildings for railway purposes. Items appearing elsewhere in this volume are as follows:

Commodity refer- ence

511.3

511. 52

511. 52 514.4

516.2

516.4

516.4

518. 57

518. 59

518. 67 518.83

518. 89 521.2

532.23

534. 22 534.23

534.24

Subject

Marble and tile work

Slate roofing,. Plumbing fixtures, slate-ware types

Plastering... Exterior stucco work

Concrete architectural stone. Concrete roofing tile Built-up roofing.. Excavation, filling, and back filling. Sewers and drainage... Brickwork

Stone masonry and cut-stone work.

Glazing Plumbing fixtures, vitreous types... Clay hollow tile Clay tile roofing Architectural terra cotta

192

197

199

271

319

320 427

433

453

475

478 490

535

614

619 620

General conditions relating to these specifications are given below

:

GENERAL CONDITIONS (1927)

1. GENERAL These general conditions are intended to be used in connection with the American Railway Engineering

Association construction contract form as published

in the manual, and shall apply to all sections of these

specifications with equal force.

2. COMPANY, ENGINEER, AND CONTRACTOR DEFINED As used in these specifications, the term company

shaU be understood to mean the railroad or railway

company, the term engineer shall be understood to mean the chief engineer of the company or his duly

authorized representative, and the term contractor

shall be understood to mean the person, firm, or corporation agreeing to perform the work covered by

these specifications.

3. DRAWINGS FURNISHED BY THE COMPANY

The drawings furnished by the company shall be

considered as part of and illustrating these specifi- cations. These specifications are intended to supplement the drawings, the two being considered

cooperative. Drawings and specifications will be

part of the contract and are equally binding. They

are the property of the company and shall be returned when work is completed.

The drawings show the general character of detail work, but the company reserves the right to furnish proper scale details of such portion as may, in the judgment of the engineer, require them. In pre- paring such details slight modifications may be made

if necessary without in any way invalidating the

contract. The contractor shall not execute any

work requiring such details until these have been

furnished, and all work shall conform with these

details when executed. Figures on drawings shall take precedence over measurements by scale, detail drawings over smallscale drawings, and full-size details over all other drawings. The decision of the engineer shall be

final as to the interpretation of drawings and

specifications.

4. ERRORS OR DISCREPANCIES

If the contractor in course of the work finds any

discrepancy between the plans and the physical

conditions of the locality, or any errors in the plans, or in the points given for the construction of the

work, it shall be his duty to immediately inform the

engineer in writing, and the company will promptly

verify and, if necessary, correct such errors. Any

work performed before these discrepancies or errors have been corrected will be done at the contractor's

risk.

5. WORKING DRAWINGS The contractor shall submit to the engineer in

triplicate copies of all working drawings and erec- tion diagrams of all parts of the work, including both

structure and equipment.

Said drawings shall include list of all parts of equipment with pattern numbers or other necessary

designation in order that repair parts may be

readily ordered in the future. These drawings shall measure outside and inside, border lines. All such drawings must be approved by the engineer

before the work involved is started. The approval

of said working drawings by the engineer shall not imply any change in the specifications or relieve the contractor from the responsibility of any errors thereon. No change shall be made on any approved

drawing without the written consent of the engineer.

416
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.50

The contractor shall supply additional copies of working drawings and erection diagrams on request. Upon completion of the work the contractor shall furnish a complete set of corrected ink tracings on

cloth, or Van Dyke prints on cloth made from ink

tracings, of all working drawings and erection dia- grams and this set chall be a true record of the work

as constructed.

6. LAYING OUT WORK

Necessary lines, corners, and elevations will be

established on the site of the building by the engineer. The contractor shall erect permanent batter boards and protect the points so established until the work is completed and accepted. Using the

points established by the engineer, the contractor

shall lay out his own work and be responsible for its accuracy.

7. PROSECUTION OF THE WORK

When the work of a subcontractor engages with

the work of any other subcontractor, he must

cooperate with the other subcontractor and exercise extraordinary care to prevent injury to any

work or material. Each subcontractor shall do

all necessary cutting, fitting, and patching of his work where it engages the work of another contractor

or the company.

8. MATERIALS

All materials shall be new and of the grade specified, and shall be the best of their respective kinds

for the uses intended. Priced materials.—Where the quality or kind of material can not be definitely specified, the amount

of money the contractor is to pay for same is given

in these specifications. The sum so given is intended

to cover the purchase price of the materials and

freight charges, but this sum shall not include any

cost of hauling, cartage, supervision, preparatory

work, profit, or the cost of erection; it being

intended that the contractor shall include such

foregoing items in his contract price. The engi- neer will select such materials and notify the contractor of his selection and the price agreed upon, but the contractor shall contract for the material and supervise its delivery and erection as fully as other parts of the work.

If the required payment for such priced material should be more than the sum herein specified, the

difference is to be paid by the company, and if it should be less, the difference is to be deducted from

the sum to be paid the contractor under the contract. "Approved" materials.—The term "approved"

in this specification signifies that the engineer must

be consulted as to the source from which the material

is to be purchased as well as its general quality and

construction, but such approval does not mean the acceptance of the material actually furnished if it should be defective. Special materials.—Special brands of materials

or devices mentioned in these specifications or shown on the drawings are named for the purpose

of establishing a standard or criterion of quality

and character desired. Other materials of equal

quality and adaptability to the purpose for which

they are intended may be substituted, but only

with the written approval of the engineer. If the

contractor desires to substitute some other brand

of material for that called for, he must submit a

statement with his proposal, clearly and fully

describing such substitutions as he desires to make.

Where a specific make or kind of apparatus is called for and furnished by the contractor, the

furnishings of such apparatus does not relieve the contractor of liability until he shall make such

apparatus or appliance operative so that it will successfully perform the function for which it is intended. The contractor shall protect the cornpan}' against claims on account of patented devices

or parts proposed by him.

9. EQUIPMENT

The contractor shall provide all equipment re- quired for the execution and completion of the work, including all staging, scaffolding, apparatus,

tools, etc., which are necessary All equipment

must meet with the approval of the company and

the engineer may require the removal of any portion

of equipment which is defective or unsuitable for the proper prosecution of the work and the contractor will be required to substitute therefor

satisfactory equipment without delay.

10. PERMITS, LAWS, AND ORDINANCES

All work shall conform with the State or municipal

laws, ordinances, or regulations governing such

work. The contractor shall give all requisite notices in connection with his work to the proper

authorities, and shall procure at his own expense

all permits, licenses, etc., of every description, necessary for the construction and completion of the work, and shall deliver to the company all certificates of inspection for plumbing, electric wiring, or any other branch of the work for which

such certificates may be required in connection

with this contract. Whenever these specifications or any document

which they supplement conflict with the building

code of the city or town in which the work is exe- cuted the contractor shall submit the question as

to which to follow to the engineer and abide by

his decision.

11. TEMPORARY TOILET FACILITIES The contractor shall establish and maintain in a

location approved by the engineer temporary toilet faculties for the accommodation of his employees.

12. TEMPORARY OFFICE The contractor shall provide in a suitable location on the site, for the exclusive use of the engineer, a

temporary office, which shall be weatherproof and

have a door and window.

13. TEMPORARY HEAT Where temporary heat or heat during the construction of the building is required for drying

plaster or paint, for the prevention of damage to

materials by freezing, or for any other reason, such heat shall be provided by the contractor at

his own expense unless otherwise specified herein14. FORCE-ACCOUNT WORK

Whenever any work is done or material furnished on a force-account basis—that is, for a price based

upon the actual cost of labor and materials plus an

added percentage to cover overhead expenses, superintendence, profit, use of tools and equipment,

and contractor's risk and liability—the actual

cost shall not exceed the fair market value of the

labor and material furnished. Where work is done

on this basis the time of all employes shall be entered by the contractor on forms supplied him for that purpose and checked and signed in duplicate daily

by the contractor and the engineer, and no labor not

so entered and checked will be allowed.

15. ACCOUNTING REQUIREMENTS

At the completion of the work the contractor shall furnish a complete list of all quantities in accordance

with the company's classification for all work under- ground for each item or structure, and shall furnish

417
518.50 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

in lump-sum form the cost of the superstructure for each item or building, this cost to include the pro- portionate part of the contractor's overhead and

profit. Where the work is of such nature that existing

facilities are removed or remodeled by the contractor he shall furnish the company with a statement showing in detail the cost of such work, the materials removed, and the disposition of the materials. The above information shall be furnished in order

to comply with Interstate Commerce Commission

accounting requirements.

American Society for Testing Materials, tentative

specif] cations for fire tests of building construction and materials, serial designation C19-26T, 1926. See 534.10, page 569. American Society for Testing Materials, building

brick.

1. Tentative specifications for building brick (made from clay or shale) serial designation C62-

29, 1929. See 534.11, page 583.

2. Tentative specifications for sand-lime building

brick, serial designation C73-28T, 1928. See 513, page 257. Asphalt Shingle and Roofing Association (now

Institute), tests for granular surfacing materials, 1922. See 510, page 186. Asphalt Shingle and Roofing Association (now

Institute), tests for powdered surfacing materials (recommended), 1923. See 510, page 186. Associated Tile Manufacturers, basic specifica- tion for tile work, 1924. See 534.20, page 594. National Sand and Gravel Association, Bulletin 3, representative specifications for different uses of sand

and gravel, November, 1928. (In this bulletin representative specifications,

many of which are presented in this volume, and

including specifications for sand for use in building

construction, have been summarized.)

518.51 Buildings and Dwellings.

American Railway Engineering Association, specifications for buildings for railway purposes. See 518.50, page 416. Common Brick Manufacturers' Association of America, specifications and general schedule of a

brick house. The above standard includes in the general schedule estimating sheets, specification and contract forms, and specifications for construction. Items included in this volume are as follows

:

Mortar. (See 516.3, p. 310.) Ideal Construction. (See 518.53, p. 419.) Chimneys and fireplaces. (See 518.55, p. 422.) Bricklaying. (See 518.83, p. 477.) National Association of Marble Dealers, standard

specifications for interior marble. See 511.3, page 194. National Building Granite Quarries Association,

granite specifications. See 511.1, page 187. National Fire Protection Association, specifications

for standard industrial buildings more than one

story in height, 1929. (This standard consists of specifications for the construction of industrial buildings more than one

story in height, with separate sections on reinforced concrete construction, heavy timber (mill) construction, and protected steel construction. The

general provisions common to all three types of construction are covered in a section on general

requirements. Explanatory and descriptive material is included in an appendix.)

518.52 Foundations for Building Construction. American Railway Engineering Association, specifications for constructing premolded concrete

piles, 1921. See 518.42, page 411. Associated Factory Mutual Fire Insurance Companies, inspection department, specifications for gravity tank foundations. (The Associated Factory Mutual Fire Insurance Companies and the National Board of Fire Underwriters have the same specifications for gravity

tank foundations, the latter being contained in "Regulations for the Construction and Installation

of Gravity and Pressure Tanks, Towers, etc.," "Foundations inihe Ground," given below.) National Board of Fire Underwriters, regulations

for the construction and installation of tanks, gravity and pressure, towers, etc. FOUNDATIONS IN THE GROUND

MATERIAL Foundations shall be built of concrete of 1:3:5 mixture if not reinforced or 1:2:4 mixture if rein- forced. The aggregate shall be clean, and coarse aggregate shall consist of stone or gravel not larger

than 3 inches for 1:3:5 concrete, or 1% inches for reinforced concrete. FORM

The tops of foundations shall be level and at least 12 inches above grade. The tops of foundation

piers shall be located accurately at the correct elevations. The bottom of foundations shall be located below the frost line, and in the case of piers at least 4 feet below grade, and shall rest on thoroughly

tamped soil or rock.

Piers shall ordinarily be made pyramidical in form with smooth or stepped sides. If supporting

a tower their center of gravity should preferably lie in the continued center of gravity line of the tower

column. The height of piers shall be not less than the mean width. The top surface shall extend at least 3 inches beyond the bearing plates on all sides and

shall be chamfered at the edge. DESIGN The details of design shall conform with the

current Report of the Joint Committee on Standard

Specifications for Concrete and Reinforced Concrete.

(See 516.3, p. 317.) ANCHORAGE

The weight of foundations and design of anchor- age shall in all cases be sufficient to resist the maximum net uplift occurring with the tank empty and

wind loads on the structure, as specified in previous

sections. The weight of a foundation pier shall be not less than the maximum net uplift when the pier is buried

to a depth of not less than two-thirds of its height

and one and one-half times the uplift when buried

to a less amount. Anchor bolts shall be arranged to securely engage a weight sufficient to develop their full working

strength. Their lower ends should preferably be

hooked or fitted with anchor plates.

Anchor bolts shall be accurately located with

sufficient free length of thread to fully engage their nuts. Expansion bolts are not acceptable. The

minimum size of anchor bolts shall be 1% inches when not replaceable. GROUTING AND FLASHING

Bearing or base plates shall be laid on cement

grout to secure a uniform and complete bearing sur418
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.53

face on piers. Flat-bottom tanks not supported by

beams shall be placed on a layer of unset cement

thicker than any projecting metal. Joints between cement and steel plates and anchor bolts shall be

pointed up with cement mortar and flashed with

asphalt. BEARING ON FOUNDATIONS The pressure in pounds per square inch of column

base plates or steel footings on foundations shall not

exceed the following in pounds per square inch:

Portland-cement concrete 1:2:4 500 Portland-cement concrete 1:3:5 400 SOIL-BEARING PEESSDRES The soil shall be carefully inspected after excavation for foundations has been made. If the pressure on the soil is to be more than 2 tons per square foot, or if there is any indication of poor soil conditions,

tests for bearing shall be made and the foundation

redesigned, if necessary', to carry the maximum loads without excessive settlement. The soil pressure in tons per square foot shall not exceed the following:

Ordinary cla y or sand 2 Compact dry clay or coarse sand 4 Compact sand and gravel - 5 Shale rock. 8 Hard rock , 20 Although the foregoing pressures are reasonably

conservative, in present good practice bearing pres- sures higher than V/z tons per square foot are seldom

used. Simplex Concrete Pile Association, specifications

for standard simplex concrete piles. See 518.42, page 413. 518.53 Walls and Partitions.

American Railway Engineering Association, specifications for buildings for railway purposes. BRICKWORK

See 518.83, page 475. CLAY HOLLOW TILE, 1926

See 534.22, page 614. American Society for Testing Materials, standard

specifications for gypsum, serial designation C22-25,

1925. See 514.1, page 262. American Society for Testing Materials, standard

specifications for calcined gypsum, serial designation

C23-22, 1922. See 514.2, page 263. American Society for Testing Materials, standard

specifications and tests for hollow burned-clay load- bearing wall tile, serial designation C34-27, 1927. See 534.22, page 616. American Society for Testing Materials, standard

specifications for gvpsum wall board, serial designation C36-25, 1925. See 514.61, page 275. American Society for Testing Materials, standard

specifications for gvpsum plaster board, serial des- ignation C37-25, 1925. See 514.61, page 276. American Society for Testing Materials, standard

specifications for gypsum partition tile or block,

serial designation C52-27, 1927. See 514.62, page 278. American Society for Testing Materials, tentative

specifications for hollow burned clay fireproofing,

partition and furring tile, serial designation C56—28T,

1928. See 534.22, page 618. Common Brick Manufacturers' Association of America, specifications and general schedule for a

brick house.

IDEAL CONSTRUCTION

The specifications for ordinary brickwork (see 518.83, p. 477) shall apply to brick walls built hollow,

known as ideal brickwork, and the materials of which

it is constructed, except that the arrangement of the

bricks in the wall shall be as specified herein, and

excepting also the provisions of paragraphs 2 and 4

of "Bricklaying." (See 518.83, p. 477.) All flues

Figure 123

shall be constructed with a minimum thickness of 4 inches of solid brickwork.

All ideal brickwork shall be laid in cement-lime mortar with joints thoroughly filled. All ideal walls shall have at least the following

number of vertical webs running continuously in the

direction of the wall with full mortar joints, and

each web shall have a thickness of at least 2)i inches

of solid material, namely, 8-inch walls, two webs;

12 inch walls, three webs; 16-inch walls, four webs.

All walls of ideal all-rolok construction shall be

built entirely of brick on edge to form a hollow wall.

All ideal all-rolok walls 8 inches thick shall have each

course laid in Flemish bond with headers and stretchFigtjhe 124

ers alternating as shown in Figure 123, and all headers shall be through headers. The exposed face of ideal all-rolok walls 12 or more inches in thickness

shall be laid in Flemish bond, and the wall shall be

bonded together in accordance with Figure 124 or Figure 125 at the option of the contractor.

All walls of ideal rolok-bak construction shall be

built with the exposed face 3% inches thick of brick

laid flat. Backing shall be brick on edge. The

exposed face of ideal rolok-bak walls 8 inches thick

shall be laid with not exceeding five stretcher courses

of brick laid flat between courses containing headers. Each course containing headers shall be composed of one header and one through stretcher alternating the

full length of the course. Ideal rolok-bak walls 12

inches or more in thickness shall have the facing

419
518.53 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

bonded to the backing as described for walls 8 inches

thick, and the backing shall be bonded together as provided for ideal all-rolok walls. In laying ideal walls, reasonable care shall be taken

to prevent mortar dropping into the cavities.

Joists, rafters, and wall plates shall be supported

upon a continuous course of headers as shown in Figure 126, excepting where there are no openings

in the wall below, and in the latter case joist support

may be obtained by laying two or three courses of

EXTERIOD- COBNERSTYPE- 2 I2'/2 IN- dealall-rcxok wallFigure 125

4-inch brickwork under the joists as shown in Fig- ure 127. The bearing of structural members transmitting to the wall greater loads than those from ordinary

joists or rafters shall be increased in proportion to the load to be carried. When a continuous header course is provided as

joist support, the proper number of vertical joints in that course shall be of colored mortar to match the

brick for the purpose of making this course appear as

-DETAILS- OF- JOIST- BEARING-

•ideal- all-rolok- wall- Figure 126

a course of alternate headers and stretchers, as shown in Figure 127. Contracting Plasterers' International Association,

standard specification for lath and plaster work,

1923. See 514.63, page 280. Federal Specifications Board, specification No.

54, United States Government master specification for asbestos millboard, February 1, 1923. See 545.2, page 639. Federal Specifications Board, specification No.

248, United States Government master specification

for calcined gypsum, November, 5, 1924. See 514.2, page 264,

Federal Specifications Board, specification No.

284, United States Government master specification for gypsum wall board, March 28, 1925. See 514.61, page 277. Federal Specicfiations Board, specification No.

285, United States Government master specification

for gypsum plaster board, March 28, 1925. See 514.61, page 277. Federal Specifications Board, United States Government master specifications for hollow clay

tile, July 11, 1927.

(1) Specification No. 507, load-bearing wall tile (see 534.22, p. 619). (2) Specification No. 508, fire- proofing, partition, and furring tile (see 534.22,

p. 619). The Gypsum Institute, gypsum partition tile, 1928. (This publication includes A. S. T. M. standard

specifications for gypsum partition tile or block,

serial designation C52-27 (see 514.62, p. 278) and the

following specifications for the erection of gypsum

partition tile:)

1. General.—All permanent partitions and furring

shall be started on the rough floor. All partitions

of a temporary nature or that may be moved from

time to time shall be started on the finished floor Tile courses must not be started upon frozen concrete nor upon cinder concrete when such is used for the purpose of fill only.

2. Partitions.—All partitions shall be laid in hori- zontal superimposed courses with vertical joints broken. Such partitions shall extend from floor to

ALTERNATE METHOD Br ML»lllM S° FOBSUWORTINCTO.5T5 .Y^SH^SUSS

ALL-ROLOK' WALL" RECOMMENOED

ONLY WHERE

1 THE RE ARE-NO OPENINGS IN WALL BELOW JOISTS

3BTIHU003*

EADER.- COUR.3E- 5ORP0RTIN4

JOIST3-

Figure 127

ceiling, and shall be set plumb, straight, and true, and shall be wedged at the ceiling, and the joints slushed with gypsum mortar.

3. Anchors.—(To be placed in masons' specifi- cations.) Partitions intersecting brick, or other masonry walls, shall be securely anchored to such

walls by means of corrugated or other approved

anchors furnished and set by the masonry contractor approximately 12% inches on centers so that they

will project in the joints of the partition not less than

5 inches.

4. Corners and intersections.—Partitions shall be

bonded at the corners and intersections by overlapping alternate courses back and forth (log cabin

fashion). Overlapping tile shall cover the courses below to the full thickness of the tile. 5. Furring.—Gypsum tile furring shall be laid as

is herein required for partitions. All close standing

furring and that in contact with the construction

shall be securely anchored to the masonry by means

of tenpenny steel cut nails driven into the masonry

joints at intervals not greater than every 2 feet horizontally and vertically, or shall be securely

anchored by metal ties or other approved methods

for securing furrring to masonry. Free standing

furring shall be of not less thickness, nor of greater

height, than shown in the table below.

6. Height.—The clear height of nonbearing partitions of gypsum tile shall not exceed the following:

420
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.53

Nominal thickness of tile Maximum

height

Feet

10

15

13172030

40

3-inch solid partition or inclosure 3-inch hollow partition or inclosure

4-inch hollow partition or inclosure

5-inch hollow partition or inclosure

8-inch hollow partition or inclosure

7. Bucks.—(To be placed in carpenters' specifications.) (o) General.—In partition construction, re- gardless of the material employed, the frequency

of openings and the size and height of such are

factors that should receive consideration when

designing, since all such openings weaken the construction. The best constructions involve the use

of door bucks which extend from floor to ceiling. Bucks of this character should be employed for large openings or in cases where such openings

are of frequent occurrence.

(b) Wood.—Where wood bucks are used they shall be of not less than 2-inch lumber and of a width equal

to the total thickness of the tile and plaster construction. They may be rabbeted to receive the ends

of the tile, or they may be of a width equal to the

thickness of the tile, only with J^-inch grounds

nailed to the sides and projecting beyond the buck

not less than three-fourths inch forming a rabbet to receive the ends of the partition tile. All wood

bucks shall be secured to the ends of the tile partition

with corrugated or other approved anchors nailed to the buck and extending at least 5 inches into every horizontal joint.

(c) Metal.—Where metal bucks are used they

should be of sufficient width to receive the ends of the

tile. When the metal bucks are of a width equal

to the thickness of the tile construction, furring

strips of wood shall be secured to the buck as a

stop for the plaster coats and for a nailing base

for trim. Where the metal bucks are of a width

to include the total thickness of the tile and plaster

construction, the trim shall be secured direct to the metal bucks or to wood nailing blocks bolted

to the face of the bucks for such purpose.

8. Lintels.—(a) Built-up.—Openings in partitions

of gypsum tile which are not more than 22 inches in width may be spanned by a gypsum tile which shall have a bearing at each end upon the jamb of not

less than 4 inches. When such openings are more

than 22 inches, but not more than 4 feet in width the gypsum tile over the openings shall be laid in the form of a jack arch. Skewbacks shall be cut in the

tile used over the jambs, intermediate tile shall be

beveled to fit the skewbacks, and a key tile to fit shall be set in the center of the jack arch. Bevel

cuts shall not be less than 4 inches to the foot. The

skewback tile shall have a bearing on the jambs of not less than 12 inches, nor shall they be set so as to project beyond the face of the jambs to a distance

greater than one-half of the bearing.

(£>) Reinforced and cast.—Openings in partitions of gypsum tile which are more than 4 feet, but not over

6 feet in width may be spanned by lintels of rein- forced gypsum of monolithic design.

All reinforced gypsum lintels shall have a bearing

upon each jamb of not less than 8 inches. Mat reinforcement.—Mat reinforced lintels shall be

12 inches in height and shall be reinforced with a

galvanized welded wire mat on each side (face) of the

lintel. The mat shall not be fighter than No. 12 gage longitudinal wires 5 inches on centers, and

No. 12 gage cross wires 9 inches on centers. Rod reinforcement.—Rod reinforced lintels shall be 12 inches in height and shall be reinforced on each

side (face) of the lintel with not less than two

%-inch rods for the full length of the lintel. One

of the required rods shall be straight and the other

shall be bent up for shear. The horizontal part of the reinforcement, at the bottom, shall be 1 inch from the lower face of the lintel and both ends of both rods shall, at their extreme ends, be bent so as

to form an anchor within the macerial.

(c) Metal.—Openings in partitions of gypsum tile which are more than 6 feet in width shall be spanned

by metal lintels of approved design. They shall be

of such form as to provide a distributed and uniform

bearing upon the supporting construction and shall provide a bearing upon each jamb of not less than

8 inches. Metal lintels shall be furnished by the

steel contractor but set by the partition contractor. (This same sentence must be inserted in the steel specifications.)

9. Mortar.—All gypsum tile construction shall be

laid up with a gypsum mortar composed of 1 part of unfibered gypsum neat plaster to not more than 3

parts of clean, sharp sand. Gypsum mortar shall not be retempered.

10. Plastering.—(To be placed in plasterers'

specifications.) All plastering on gypsum tile shall be done with gypsum plasters applied in accordance

with the specifications for such of The Gypsum

Institute, or other specifications approved by the

architect. All joints between gypsum tile and other masonry

construction shall, before the application of the

plaster, be covered with a strip of metal lathing not

less than 12 inches in width and weighing not less than 2.2 pounds per square yard.

When bucks extend from floor to ceiling that portion of the buck above the opening shall before the

application of the plaster be covered with a strip of metal lathing weighing not less than 2.2 pounds per square yard and not less than 16 inches in width. When bucks do not extend from floor co ceiling there shall be attached a strip of metal lathing 12

inches wide and not less than 2 feet long weighing

not less than 2.2 pounds per square yard, to each

side of the partition on both sides of the opening.

This strip should run diagonally across the head of the opening over the buck.

11. Conduits.—Where conduits occur in walls they shall be so placed as to allow the full thickness

of the plaster being applied. A strip of metal

lathing weighing not less than 2.2 pounds per square yard shall be applied over all pipe chases occurring

in partitions. Note.—When conduits in partitions are placed within 12 inches of door bucks proper bearing of lintels or jack arches can not be obtained.

It is therefore recommended that a clause be inserted in the electrical specification requiring conduits to be kept at least 12 inches from the door bucks. 12. Trim.—(To be placed in carpenters' specifications.) All wood or metal trim shall be of such

design as to completely cover any junction between

metal bucks or furring and the plaster coats.

(a) Baseboards and similar trim shall be secured

to grounds or to nailing blocks or shall be attached by

other approved means. Nailing blocks shall be

furnished and placed by the carpenter contractor. They shall be not less than seven-eighths inch thick,

shall be nailed directly to the end of the gypsum

tile and shall be of such other dimensions as to completely cover the end of the tile. When nailing blocks are used they shall be spaced not to exceed 30

inches. Note.—Conditions on the job vary this practice, as sometimes the

nailing blocks are furnished by the carpenter and set by the mason.

(b) Chair rail, picture molding, and plaster grounds

shall be secured as is herein required for baseboards.

(c) Blackboards, toilet, and heavy fixtures shall be

secured by bolting through the tile construction with

421
518.53 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

galvanized iron bolts, or shall be nailed to nailing blocks not less than 1% inches thick of the character required for other trim, and spaced not to exceed

15 inches. United States Department of Commerce, division

of simplified practice, recommendation No. 12, hollow building tile, March 1, 1926. (Simplifica- tion of sizes of tile.) See 534.22, page 619. United States Department of Commerce, division

of simplified practice, recommendation No. 19

(revised), asbestos paper and asbestos millboard,

March 1, 1927. (Sizes and weights.) See 545.2, page 640. 518.54 Inclosures.

American Railway Engineering Association, specifications for buildings for railway purposes. PLUMBING (SLATE TYPE CLOSET STALLS)

See 511.52, page 199. 518.55 Chimneys.

Common Brick Manufacturers' Association of America, specifications and general schedule of a

brick house.CHIMNEYS AND FIREPLACES

Brickwork in chimneys shall consist of a minimum

thickness of 4 inches of solid brickwork laid with

full mortar joints. All flues shall be lined with fire- clay flue lining from below smoke entrance to 4 inches above chimney top, with joints filled and

pointed tight with mortar. Put 2-inch cement wash on top of all chimney caps. Provide and set angle-iron support if fireplace opening is not arched,

also iron ash dump, clean-out door to ash pit, and

fire-clay or terra-cotta thimbles of proper size for furnace and range. Facing and lining of fireplace and hearth shall be

laid with common brick, from which those selected for color, markings, or other characteristics desired

shall be faced out and the remainder used for backing up and for all other brickwork. All exposed

exterior brickwork shall be hard burned brick. If exposed brickwork back of kitchen range is shown on

drawings, the same shall be of similar brick. Eastern Clay Products Association, specification for brick chimneys with fire-clay flue linings

(recommended)

.

This specification is written for one or more

chimneys constructed of brick either singly or in connection with walls, fireplaces, etc., in any building. Where materials other than brick are to be

used, it will serve as a basis on which such changes as are necessary may be made.

1. Brick.—(a) All brick shall be good, sound,

hard, well-burned common brick. Brick shall be

well wetted just before laying, if laid in dry, warm

weather, or shall be perfectly dry if laid in cold weather.

(b) (If face brick or fire brick are to be used for any exposed work, stipulate the kind here, or

elsewhere.)

2. Mortar.—(o) Mortar for all free standing chim- neys (and for fireplaces, breasts, or other portions

thereof) and for all chimneys above roofs shall be

proportioned as follows: Two bags, 200 pounds, of Portland cement and one bag, 50 pounds, of dry

hydrated lime thoroughly mixed dry, three times

this volume of clean, sharp sand, and sufficient water. All shall be well tempered to an even color.

(6) Mortar for chimneys forming parts of walls (and for breasts, fireplaces, hearths, or other portions thereof) is to be as elsewhere specified for brickwork of walls.

3. Fire-clay flue linings.—(a) Fire-clay flue lin- ings shall be manufactured from suitable refractory

clay, either natural or compounded, which has a

softening point not lower than 1,994° F. (Segar

Cone 03) and shall be adapted to withstand high

temperatures and flue gases.

(6) All flue linings shall be of the nearest stock

size commercially obtainable to the sizes shown or marked on the drawings unless the same are stated

to be made of special size to order for the particular

installation shown.

Note: Care should be taken that only standard sizes are shown or used, as this reduces the cost and facilitates prompt delivery.

(c) A certificate shall, if required (or upon

request), be furnished by the manufacturer stating that the flue lining supplied is in accordance with

these specifications.

4. Construction.—(a) Build all chimneys (chim- ney breasts, fireplaces, hearths, etc.) to dimensions,

forms, sizes, heights, and thicknesses shown on

drawings.

(b) Bricks shall be laid in the best and most

workmanlike manner with full beds and full slushed

joints, leaving no voids or empty spaces in the

walls, and all shall be built perfectly straight and

true to line on all faces.

(c) All flues shall be lined their entire height

with fire clay flue linings starting at bottom of each

flue above clean-out space (and at top of each smoke chamber over fireplaces) and extending 4

inches above the top course of brick. No broken

flue linings shall be used. Any change in direction

shall be accomplished by carefully chipping off the ends of linings.

(d) All flues shall be independent of one another,

but where the plans require that flues be built without a "withe" or dividing walls, joints of the

linings shall be staggered at least 7 inches.

(e) Leave openings for all stovepipe holes and

any registers where indicated or required and

furnish and neatly build in fire clay flue rings of the proper sizes for all pipes entering flues.

(/) Clean-out openings shall be provided and set at bases of all flues (except for fireplaces), each to be full width of flue. For each furnish and set a

cast-iron frame, well anchored, fitted with a tight

closing cast-iron door.

Note.—If fireplaces are a part of the building for which this speci- fication is used and metal frames or fire-clay flues for ash drops are desired this will serve as a reminder that they should be called for.

(g) Each length of lining shall be set in place and

the brick laid around it and under no circumstances

shall more than three courses of the brick chimney

wall be laid before the flue lining is inserted.

(A) All linings shall be laid with absolutely full joints of the mortar before specified, carefully

pointed, and smoothed on inside. The space between

flue linings and inclosing walls shall be slushed full with mortar as each course of brick is laid.

(i) In the case of any flue which is built with an

offset, a bag of burlap or similar material attached

to a rope and filled with excelsior or similar material

tightly fitting the flue shall be inserted below the

first offset and drawn up as each few sections of flue lining are installed.

(J) A wash of rich cement mortar having a slightly concave surface shall be laid on top of the chimney

tapering off from 2 inches thick against the flue

lining.

(k) Build in all flashings as shown and elsewhere

specified, carefully construct or set any caps shown,

thoroughly clean down any exposed brickwork and

leave everything finished and complete.

5. Smoke test.—(a) Before the scaffolding is re- moved from around any chimneys and before any

chimney walls or breasts are plastered, but not until after the mortar has seasoned, each flue shall be

422
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.56

given a separate and thorough smoke test by the mason contractor. The tests shall be made in the presence of the mason contractor, the heating contractor and the architect, or their representatives.

(6) Leaks into adjacent flues shall be especially looked for and not more than one flue shall be tested at one time.

(c) Any leaks which may develop shall be

promptly made tight before the chimney work will be accepted as satisfactory.

518.56 Floors.

American Concrete Institute, standard specifica- tions for concrete floors, serial designation C—2A—2' 1924. APPLICATION OF SPECIFICATIONS

These specifications apply to floors in buildings,

whether subjected to moderate or heavy traffic, and

cover the laying and finishing of the floor, also its protection during early hardening.

USE OF SPECIFICATIONS

For architects, engineers, and others desiring to embody these specifications in their general specifi- cations covering a particular piece of work, the fol- lowing outline of the paragraphs necessary to meet

different conditions will prove convenient:

Floors laid on ground.—Moderate or light traffic: Two-course.—Paragraphs 1 to 19 (except 8), 34

to 52, 54 to 57. One-course.—Paragraphs 1 to 19 (except 8), 34

to 47, 58 to 62. Floors laid on ground.—Heavy traffic: Two-course.—Paragraphs 1 to 19, 34 to 51, 53

to 57. Reinforced-concrete floors.—Moderate or light traffic, paragraphs 1 to 26 (except 8), 28 to 33. Reinforced-concrete floors.—Heavy traffic: Paragraphs, 1 to 25, 27 to 33. H. MATERIALS

A. PORTLAND CEMENT

1. Portland cement shall meet the requirements

of the current standard specifications for Portland cement adopted bv the American Society for Test- ing Materials, C9,"516.11, page 287.

B. AGGREGATES

2. Before delivery on the job, the contractor shall submit to the architect or engineer a 50-pound

sample of each of the aggregates proposed for use. These samples shall be tested, and if found to pass the requirements of the specifications, similar material shall be considered as acceptable for the work.

In no case shall aggregate containing frost or lumps

of frozen material be used. Crusher run stone, bank run gravel or mixtures

of fine and coarse aggregate prepared before delivery on the work shall not be used.

C. FINE AGGREGATE

3. Fine aggregate shall consist of natural sand or

screenings from hard, tough, crushed rock, or gravel

consisting of quartz grains or other hard material, clean and free from any surface film or coating and

graded from fine to coarse, with the coarse particles

predominating.

4. Fine aggregate, when dry, shall pass a screen having 4 meshes to the linear inch; not more than

25 per cent shall pass a sieve having 50 meshes per

linear inch and not more than 5 per cent shall pass a sieve having 100 meshes per linear inch.

5. Fine aggregate shall not contain injurious

vegetable or other organic matter as determined by

the colorimetric test nor more than 5 per cent by

volume of clay or loam. Field tests may be made

by the architect or engineer on fine aggregate as

delivered at any time during the progress of the work.

If there is more than 7 per cent of clay or loam by

volume in one hour's settlement after shaking in 100 per cent excess of water, the material represented

by the sample shall be rejected.

6. Fine aggregate shall be of such quality that mortar composed of 1 part Portland cement and 3

parts fine aggregate, by weight, when made into

briquets, shall show a tensile strength at 7 and 28 days at least equal to the strength of briquets

composed of 1 part of the same cement and 3 parts

standard Ottawa sand, by weight. The percentage

of water used in making the briquets of cement and

fine aggregate shall be such as to produce a mortar

of the same consistency as that of the Ottawa sand

briquets of standard consistency. In other respects,

all briquets shall be made in accordance with the methods of testing cement recommended by the American Society for Testing Materials, C9, 516.11, page 287.

D. COARSE AGGREGATE

7. Coarse aggregate shall consist of clean, hard,

tough, crushed rock, pebbles, or air-cooled blast- furnace slag, graded in size, free from vegetable or other organic matter, and shall contain no soft, flat, or elongated particles. The size of the coarse aggregate shall range from l^ inches down, not more

than 5 per cent passing a screen having 4 meshes

per linear inch, and no intermediate sizes shall be

removed. The weight per cubic foot of blast furnace

slag shall not be less than 65 pounds per cubic foot

in that portion of the slab not subject to abrasion,

and not less than 70 pounds per cubic foot for use

in the^wearing surface. Note.—The above paragraph is printed as revised, and is a tentative standard under A. C. I. procedure.

8. No. 1 aggregate for the wearing course shall consist of clean, hard, tough, crushed rock or pebbles,

free from vegetable or other organic matter, and

shall contain no soft, flat, or elongated particles. It shall pass when dry a screen having ^8-inch openings

and not more than 10 per cent shall pass a screen having four meshes per linear inch.

E. WATER

9. Water shall be clean, free from oil, acid, alkali, or vegetable matter.

F. COLOR

10. If artificial coloring matter is required, only

those mineral colors shall be used which, in the amount hereinafter specified, will not appreciably

impair the strength of the cement.

G. REINFORCEMENT

11. The reinforcing metal shall meet the require- ments of the current standard specifications for

steel reinforcement of the American Society for Testing Materials. It shall be free from excessive

rust, scale, paint, or coatings of any character which

will tend to reduce or destroy the bond.

H. JOINT FILLER

12. The joint filler shall be a suitable compound

that will not become soft and run out in hot weather, nor hard and brittle and chip out in cold weather;

or, prepared strips of fiber matrix and bitumen as approved by the architect or engineer. The strips shall be one-half inch in thickness and their width

shall at least equal the full thickness of the slab.

100925°—30 28 423
518.56 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

HI. CONSTRUCTION

A. PROPORTIONING

13. The method of measuring the materials for the concrete or mortar, including water, shall be one which will insure separate and uniform proportions

of each of the materials at all times. A sack of Portland cement (94 pounds net) shall be considered

as 1 cubic foot.

B. MIXING

14. All concrete shall be mixed by machine except

when the architect or engineer shall otherwise permit

under special conditions. A batch mixer of an approved type shall be used. The ingredients of the concrete or mortar shall be mixed to the specified

consistency, and the mixing shall continue for at

least one minute after all the materials are in the drum. Raw materials shall not be permitted to enter the drum until all the material of the preceding batch has been discharged.

15. When it is necessary to mix by hand, the

materials shall be mixed dry on a water-tight platform until the mixture is of uniform color, the required amount of water added, and the mixing

continued until the mass is of uniform consistency

and homogeneous.

16. Retempering of mortar or concrete which has

partially hardened, that is, mixing with or without

additional materials or water, shall not be permitted.

C. CURING

17. As soon as the finished floor has hardened

sufficiently to prevent damage thereby, the floor

shall be covered with at least 1 inch of wet sand,

or 2 inches of sawdust, which shall be kept wet by

sprinkling with water for at least 10 days.

18. The freshly finished floor shall be protected

from hot sun and drying winds until it can be

sprinkled and covered as above specified. The

concrete surface must not be damaged or pitted by

raindrops and the contractor shall provide and use when necessary sufficient tarpaulins to completely

cover all sections that have been placed within the preceding 12 hours.

D. TEMPERATURES BELOW 40° F.

19. If at any time during the progress of the work the temperature is, or in the opinion of the

architect or engineer will, within 24 hours, drop

to 40° F., the water and aggregates shall be heated

and precautions taken to protect the work from

freezing for at least five days. IVS REINFORCED-CONCRETE FLOORS

For reinforced-concrete floors the following will apply in addition to paragraphs 1 to 19, inclusive.

A. FORMS

20. The forms shall be substantial, unyielding

and so constructed that the concrete will conform

to the designed dimensions and contours, and shall also be tight to prevent the leakage of mortar. The supports for floors shall not be removed until the concrete has hardened sufficiently and then

only with the consent of the engineer or architect

in charge. Permanent shores shall be placed in such a manner as to assure safety of the floors after temporary supports are removed.

B. REINFORCEMENT.

21. Reinforcing metal shall be provided as called for on the plans. It shall be placed as indicated and mechanically held in position so that it will

not become disarranged during the depositing of the concrete. Whenever it is necessary to splice tension reinforcement the character of the splice shall be such as will develop its full strength. Splices at points of maximum stress shall be avoided.

Splicing by lapping bars without contact and with

space between bars along the overlap equal to twice the thickness of the bars is preferable to mechanical splices or clamps.

C. CONCRETE SLAB

22. The concrete shall be mixed in the proportions

by volume of 1 sack of Portland cement, 2 cubic

feet of fine aggregate, and 4 cubic feet of coarse aggregate.

23. Only sufficient water shall be used to produce

a workable plastic mix which will flow sluggishly

into the forms and around the reinforcement and

which can be conveyed from the mixer to the forms

without the separation of the coarse aggregate

from the mortar.

24. The concrete shall be placed in a manner to

insure a smooth ceiling and thoroughly worked

around the reinforcement and into the recesses of the forms. Concrete shall be deposited in its final position as soon as possible after mixing. It shall be struck off to a surface at least 1 inch below the

established grade of the finished surface of the

floor. Workmen shall not be permitted to walk

in freshly-laid concrete, and if sand or dust collects on the base it shall be carefully removed before the wearing course is applied.

25. When it is necessary to make a joint in a

floor slab its location shall be designated by the

architect or engineer; joints to be vertical.

D. WEARING COURSE

26. Mixture No. 1.—The mortar shall be mixed

in the proportions of 1 sack of Portland cement and

2 cubic feet of fine aggregate. The minimum thick- ness shall be % inch.

27. Mixture No. 2.—The mortar shall be mixed in the proportions of 1 sack of Portland cement, 1 cubic foot of fine aggregate, and 1 cubic foot of No.

1 aggregate for wearing course. The minimum

thickness shall be % inch.

28. The mortar shall be of the dryest consistency

possible to work with a sawing motion of the strike board.

29. The wearing course shall be placed immediately after mixing. It shall be deposited on the

fresh concrete of the base before the latter has appreciably hardened and brought to the established grade with a strike board.

Note.—When placing the wearing course after the concrete slab has hardened eliminate paragraph 29 and substitue paragraphs 30 and 31. 30. The surface of the slab shall be thoroughly

roughened by picking or other means and cleaned

of all dirt and debris.

31. The slab shall be thoroughly moist but free from pools of water when the grout and mortar for wearing course is placed. A neat-cement grout shall be brushed on the surface of the slab, the wearing

course immediately applied and brought to the

established grade with a strike board. Grout and

mortar shall be used within 45 minutes after mixing

with water.

32. After the wearing course has been brought to the established grade by means of a strike board it shall be worked with a wood float in a manner which

will thoroughly compact it and provide a surface free from depressions or irregularities of any kind. When

required, the surface shall be steel troweled, but

excessive working shall be avoided. A mixture of dry cement, sand, and No. 1 aggregate may be

424
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.56

applied to the fresh concrete of the base for a wearing course, but in no case shall dry cement or a

mixture of dry cement and sand be sprinkled on the

surface of the wearing course to absorb moisture or to hasten the hardening. Special methods not conflicting with these specifications may be used.

33. If artificial coloring is used it must be incor- porated with the entire wearing course and shall be

mixed dry with the cement and aggregate until the mixture is of uniform color. In no case shall the amount of coloring exceed 5 per cent of the weight of the cement.

V. PLAIN CONCRETE FLOORS

For plain concrete floors the following will apply

in addition to paragraphs 1 to 29, inclusive:

A. SUBGRADE

34. All soft and spongy places shall be removed and

all depressions filled with suitable material which

shall be thoroughly compacted in layers not exceed- ing 6 inches in thickness. The subgrade shall be

thoroughly tamped until it is brought to a firm,

unyielding surface.

35. All fills shall be made in a manner satisfac- tory to the architect or engineer. The use of muck,

quicksand, soft clay, spongy, or perishable material

is prohibited.

36. When required, a suitable drainage system

shall be installed and connected with sewers or other

drains indicated by the engineer.

37. The subgrade shall not be less than — inch below the finished surface of the floor. Note.—Subgrade is to be — inch below the finished surface of the

floor when sub-base is not required, and at least — inch below when

sub-base is required.

B. SUB-BASE (Omit these sections when sub-base is not re- quired.)

38. Only clean, hard material, such as coarse gravel or steam-boiler cinders free from ash or

particles of unburned coal, shall be used in the subbase.

39. The material as specified shall be spread on

the subgrade thoroughly rolled or tamped to a sur- face at least — inch below the finished grade of the

floor. On fills, the sub-base shall extend the full width of the fill. 40. While compacting the sub-base the material

shall be kept thoroughly wet and shall be in that condition when the concrete is deposited.

C. FORMS

41. Forms shall be free from warp and of suffi- cient strength to resist springing out of shape.

42. The forms shall be well staked or otherwise held to the established lines and grades and their upper edges shall conform to the established grade of the floor. 43. All wood forms shall be thoroughly wetted

and metal forms oiled or coated with soft soap or whitewash before depositing any material against

them. All mortar and dirt shall be removed from

the forms that have been previously used. American Society for Testing Materials, standard

specifications and tests for hollow burned clay floor

tile, serial designation C57-27, 1927. See 534.22, page 616. Associated Tile Manufacturers, specification for

tiled bathrooms and tiled floors or wainscots, 1920. See 534.20, page 594. Federal Specifications Board, specification No.

445, United States Government master specifica- tion for cement, plastic magnesia (magnesiaoxychloride) used as flooring, bases, wainscots, etc. October 28, 1926. See 572., page 652. Federal Specifications Board, specification No.

506, United States Government master specification

for tile, hollow clay, floor, July 1, 1927. See 534.22, page 618. National Slate Association, specification for slate

floors, terraces, and walks, 1925. A natural split or "quarry cleft" surface is desir- able for ordinary outdoor purposes and for distinctive

interior lobbies, aisles, display rooms, etc., although

the standard rubbed surface can be furnished when

desired. Slate for these purposes is seldom required to be of an exact thickness, the run of stock being entirely

suitable. The thickness will depend largely upon

the method of laying and location. In sand or

soil with grass it should be from % to X%, inches

thick, but when properly laid in cement a thickness of inch will be satisfactory and economical. The size and shape of the pieces will be determined by the arrangement and pattern desired. Seven of the many

styles of cutting and laying which are in common use

are illustrated in Figure 128. For estimating weight of slate the quarries usually

figure from 16 to 20 pounds per square foot on a

basis of 1-inch thickness. (Suggested paragraphs suitable for rewriting into an architect's specification. Paragraphs not applying to the type of walk, floor, or terrace desired may

be omitted without destroying the effectiveness of the whole.)

1. SLATE

The contractor shall furnish and lay all slate for walks, floors, and terraces listed below. Slate shall be (here specif}' color, thickness, surface, size when

necessary, shape of pieces, style of edges, and

width of joints).

2. TYPE OF INSTALLATION

Note.—Specification writer may copy here only those paragraphs

covering type of installation desired.

(A) ON SOU WITH GRASS JOINTS (SOU OR TURF SUB-BED)

Mark out location of all walks and terraces to be

laid with grass joints. If ground is not well settled, wet and tamp thoroughly. Fill any holes or depressions with thoroughly tamped soil. Lay slate directly on soil in (here specify arrangement and

pattern). Each piece of slate shall rest on a solid, even bed with the top surface level.

(B) ON SOU WITH GRASS JOINTS (CINDER SUB-BED)

Mark out location of all walks and terraces to be

laid with slate with grass joints and excavate to a depth of 8 to 10 inches. Fill excavations with

cinders from 6 to 8 inches deep, well rolled and

tamped to an even surface. On top of cinder bed

place a 2-inch layer of soil and on soil lay slate in (here specify arrangement and pattern). Fill all joints with soil to level of surface of slate and sow

grass seed.

(C) LAID ON CONCRETE ON EARTH

Note.—If experience in a given locality warrants greater depth

specification writer can change figures accordingly.

(a) Mark out location of all walks and terraces to be laid with slate in concrete and excavate to a

depth of 10 inches. Fill excavation with cinders

well rolled and tamped to within 5 inches of level desired.

(6) On cinder bed place a course of cinder concrete 3 inches deep. Follow at once with the setting

mixture (3 parts sand with 1 part of cement). As

425
518.56 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

soon as this setting bed is leveled sprinkle it with

pure Portland cement to make perfect bond between

slate and setting bed and lay slate in (here specify

arrangement and pattern). Thoroughly wet the

pieces of slate as set and bed to desired level. Point

all joints with concrete mixed 2 parts well-sieved sand and 1 part cement.

(E) ON MASONRY SLAB LAID IN CONCRETE WITHOUT WATER- PROOFING MEMBRANE

(a) The surface of the masonry shall be carefully

swept and all unnecessary obstructions removed.

(6) Place from 1 to 2 inches (depending on final level) of setting mixture (3 parts sand with 1 part

of cement). As soon as this setting bed is leveled

No. 1 and No. 1-A No. 2 No. 3

No. 4 No. 5 No. 6 Figure 128.

Patterns for slate floors, terraces and walks

Nos. 1 and 1A, units of one size; No. 2, units of two sizes; No. 3, units of three sizes; No. 4, random rectangular; No. 5, semiirregular No. 6, irregular.

(D) ON MASONRY SLAB LAID IN CONCRETE WITH WATER- PROOFING MEMBRANE

Note.—Only required where it is necessary to prevent water damage underneath or where there are occupied quarters below.

(a) (Here specify method of waterproofing. Method should be that found by the designer to be most

satisfactory in accordance with locality.)

(6) On top of waterproofing place a concrete set- ting bed from 2 to 2]4. inches thick (depending on

level desired). Suitable expansion joints extending

the full depth of the setting bed shall be provided at

intervals of 15 feet in each direction and shall be filled with caulking or plastic compound stiff enough not to ooze out under pressure and not soft enough to run.

(c) On this bed place the setting mixture. When

leveled, sprinkle with pure Portland cement and

firmly embed the slate in (here specify arrangement

and pattern), pointing each joint with concrete (2 parts well-sieved sand and 1 part cement) to a level with the surface of the slate. Thoroughly wet each

slate before bedding it.

sprinkle with pure Portland cement to perfect bond

between bed and slate and lay slate in (here specify

arrangement and pattern). Thoroughly wet pieces

of slate and firmly embed to desired level. Point all joints with concrete mixed 2 parts well-sieved sand

and 1 part cement.

(F) ON MASONRY SLAB IN EMBEDDING COMPOUND

(a) On top of the (waterproofing) (masonry slab) spread the embedding compound. This compound

shall be (several methods and brands of compounds

and plastics have been found successful in various

localitites and under certain conditions. It would be

well to investigate those experience has proven most

satisfactory in a given locality before specifying the method to be followed), using not less than —pounds

per 100 square feet.

(6) In this compound firmly embed the slate with

joints butted and pointed flush with the same compound. All shall be perfectly dry when set.

426
STONE, SAND, AND CEMENTITIOTJS MATERIALS 518.57

(G) HI PIACE OF EXISTING WOOD FLOORS

(a) Remove the present wood floor.

(b) Wherever so shown, or practicable, the floor

joists shall be lowered to the depth required for the

construction of slate floors. On top of such joists

lay a false wood floor of not less than inch thick by not over 6-inch-wide boards. Place % inch apart

and securely nail to each joist. (bl) Where floor joists are not lowered their tops shall be beveled off to a sharp edge. To the

sides of the joists at a distance below the finished

floor required for the construction of the slate floors securely nail not less than 1 by 2}i inch cleats. In between the joists cut and set 1 inch by not over

6-inch-wide boards laid about }i inch apart and

securely nailed to the cleats. Where joists are chamfered the point of the joist shall be at least % inch below the top of the concrete setting bed.

(c) Cover this new false floor with two layers of asphalt-saturated rag felt of not less than commercial 14-pound weight (allowable tolerance 1 pound more or less). Nail only as necessary to hold in place.

(d) On the felt place a setting bed of concrete

(3 parts sand to 1 part cement), from 1 to 2 inches

thick, depending on desired level. After this setting

bed is leveled follow immediately with from % to 2 inches (depending on level desired) of setting

mixture (3 parts sand to 1 part cement) . After this mixture is leveled sprinkle with pure Portland cement and bed slate thereon in (here specify general

arrangement or pattern). Thoroughly wet each

piece of slate before bedding. Point all joints with

concrete mixed 2 parts well-sieved sand and 1 part cement.

(e) At any openings where level of new slate floor

is above that of adjoining floors install slate saddle

of required dimensions and cut off all doors, etc., to allow proper clearance for use with new floor levels.

(H) OVER EXISTING WOOD FLOORS

j(a) Cover existing floor with two layers asphalt- saturated rag felt of not less than commercial

14-pound weight (allowable tolerance 1 pound more

or less) . Each sheet of felt shall lap over preceding one and shall be nailed only as is necessary to hold it in place.

(&) Lay wire mesh or metal floor lath on the felt and cover with from x/i to 2 inches (depending on

level desired) of setting mixture (3 parts sand, 1 part cement). After this bed is leveled sprinkle

with pure Portland cement and bed slate thereon in (here specify general arrangement or pattern).

Thoroughly wet each piece of slate before bedding.

Point all joints with concrete mixed 2 parts well- sieved sand and 1 part cement.

(c) Cut off all doors, etc., to allow proper clearance

for use with raised level of new floor. At all openings install slate saddle of required dimensions.

3. CLEANING SLATE

Note.—Only required for slate floors with concrete mixture joints. Sponge all slate as set on exposed surface with

clean water to remove mortar stains, and if neces- sary upon completion, rub down with a solution 3

parts coal oil and 1 of linseed oil. (If light or weak

solution of muriatic acid is needed and used for cleaning, care should be taken to wipe only exposed slate surfaces to avoid acid eating out cement joints.)

4. COMPLETION

Upon completion, all slate shall be sound, whole,

and clean, and the work shall be left smooth and in every respect a neat example of craftsmanship.

518.57 Ceilings and Roofing. (See also

505.16 and 505.36.)

American Railway Engineering Association, specifications for buildings for railway purposes. BUILT-UP ROOFING, 1926

MATERIALS

1. General The contractor shall furnish all labor, material,

tools, and equipment necessary to entirely complete

the roofing, to make the work water-tight, and shall leave it in a neat and finished condition.

2. Materials

Pitch.—Pitch shall be the best quality, straight- run American coal-tar pitch, distilled direct from

coal tar, and, free from water and ammonia. It

shall contain not less than 15 per cent nor more than

35 per cent of free carbon. The melting point shall be not below 140° F. nor above 150° F. (A. S. T. M.

D61, cube in water method; see 505.0, p. 123), and

it shall show a flash point of not less than 240° F. Asphalt.—Asphalt shall be a combination of natural asphalt prepared and combined properly in which

inherent mineral matter will be permitted, but to which no mineral matter shall be added. The melting point of asphalt shall be between 140° and

180° F. The penetration at 77° F. under a load of 100 g for 5 seconds shall be not less than 20 nor more

than 30. The ductility at 77° F. when a briquette

of the material having a minimum cross section of

1 cm is pulled apart at the rate of 5 cm per minute

shall be not less than 10 cm for asphalt having a

melting point under 165° F. nor less than 3 cm for asphalt having a melting point between 165° and

180° F. The loss of a 50 g sample at 325° F. for five hours shall not exceed 1 per cent. The penetration

of the residue at 77° F. under a load of 100 g for five seconds shall be not less than 10 nor more than 15. The methods of making tests shall be in accordance

with the standard of the A. S. T. M. and penetrations are in hundredths of a centimeter. Asphalt primer.—Asphalt primer for concrete and

gypsum decks shall weigh not less than 7 pounds

per gallon and shall be made from asphalt of the

quality specified under "Asphalt," flushed to the proper consistency. The melting point of the as- phalt primer shall be such as will permit the sub- sequent application of the hot asphalt to amalgamate

immediately with it. Roofing felts.—Impregnated felts shall be 32 or 36 inches wide, and shall be saturated thoroughly.

They shall have sufficient pliability to meet the requirements of application, and samples taken 5

feet from the outside ends of rolls shall bend flat without cracking through 180° at a temperature

of 60° F. A variation of 7 per cent from the weights

specified will be allowed. The impregnating compounds shall be of the qualities specified and shall be of the proper consistency for saturating the felts. Tarred and asphalted felts shall be rag felts, and

for built-up roofings shall weigh not less than 14 pounds per 108 square feet. Unimpregnated felt or rosin-sized building paper

shall weigh not less than 5 pounds per 108 square

feet. Manufactured roofing.—Manufactured roofing material shall be delivered at the site in the original sealed packages of the 'manufacturer, and each

package shall be wrapped and labeled properly in order that it may be identified easily. Gravel and slag.—Gravel shall be hard, durable,

free from clay, loam, and other foreign substances,

and shall range from % to ^ inch.

427
518.57 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Slag shall be granulated furnace slag, free from

eand, dirt, and other foreign substances, and shall range from M to % inch.

3. Application The roof decks shall be clean, smooth, thoroughly

dry, and free from projections which would injure the roof coverings. All roofing shall be laid smoothly,

without wrinkles or buckles, and finished surfaces

shall be free from cracks and bubbles. Before applying the roofing over wood decks

all loose knots and other flaws shall be removed

and knotholes and large cracks shall then be covered with tin or other sheet metal nailed in place. For gypsum or concrete decks the joints and

surfaces shall be made tight and flush and all loose and uneven surfaces shall be leveled up before the

roofing is applied. TYPE A-l

Pitch and Gravel (or Slag) over Wood or Precast Gypsum Slabs Roofing constructed of five layers of tarred felt, pitch, and gravel (or slag) and a minimum of 150 pounds of pitch per 100 square feet.

1. If on wood, lay one thickness of rosin-sized building paper or unimpregnated felt weighing not

less than 5 pounds per 108 square feet, lapping the

sheets at least 1 inch; if on precast gypsum, this shall be omitted.

2. Over the entire surface lay two layers of tarred

felt weighing not less than 14 pounds per 108 6quare feet per layer, lapping each sheet of each

layer 17 inches over the preceding sheet, end laps not less than 4 inches. Sheets shall be nailed as often as necessary to hold them in place until the remaining felt is laid. These layers shall be turned

up vertical, surfaces not less than 6 inches, and

securely fastened.

3. Coat the entire surface uniformly with hot

pitch, using not less than 25 pounds per 100 square

feet.

4. Over the entire surface lay three layers of tarred felt, lapping each sheet of each layer 22

inches over the preceding sheet, with end laps not

less than 6 inches. Hot pitch shall be mopped

the full 22 inches on each sheet so that in no place

shall felt touch felt, using not less than 25 pounds

of pitch per 100 square feet between successive

layers. Any nailing necessary shall be done in such a manner that all nails will be covered by

not less than two layers of felt. Nails shall be galvanized and shall be driven through flat tin or zinc caps. These layers shall be turned up vertical, surfaces not less than 6 inches, and securely fastened.

5. Coat the entire surface uniformly with hot

pitch poured from a dipper, using not less than

75 pounds per 100 square feet, into which, while

hot, embed not less than 400 pounds of gravel

(or 300 pounds of slag).TYPE A-2

Pitch and Gravel (or Slag) over Concrete or Poured Gypsum

Roofing constructed of one coating hot pitch and

five layers of tarred felt, pitch, and gravel (or slag)

,

and a minimum of 215 pounds of pitch per 100

square feet.

1. The entire surface shall be coated uniformly

with hot pitch, using not less than 40 pounds per

100 square feet.

2. Over this lay two layers of tarred felt weighing

not less than 14 pounds per 108 square feet per

layer, lapping each sheet of each layer 17 inches over the preceding sheet, end laps not less than

4 inches. Hot pitch shall be mopped the full 17

inches on each sheet so that in no place will felt touch felt, using not less than 25 pounds of pitch

per 100 square feet between successive layers.

These layers shall be turned up vertical, surfaces not less than 6 inches, and securely fastened.

3. Coat the entire surface uniformly with hot

pitch, using not less than 25 pounds per 100 square

feet.

4. Over the entire surface lay three layers of tarred rag felt, lapping each sheet of each layer 22 inches over the preceding sheet, end laps not

less than 6 inches. Hot pitch shall be mopped the

full 22 inches on each sheet so that in no place will

felt touch felt, using not less than 25 pounds of pitch per 100 square feet between succeeding layers.

If roof decks are of gypsum, in addition to the

above, the upper edge of each course of the third

layer of felt shall be nailed to the roof deck with

galvanized nails driven through flat tin or zinc

caps. These layers shall be turned up vertical, surfaces not less than 6 inches, and securely

fastened.

5. Coat the entire surface uniformly with hot

pitch poured from a dipper, using not less than

75 pounds per 100 square feet, into which while hot not less than 400 pounds of gravel (or 300

pounds of slag) shall be embedded.

TYPE B-l

Asphalt and Gravel (or Slag) over Wood or Precast Gypsum Slabs Roofing constructed of five layers of asphalted

felt, asphalt, and gravel (or slag), and a minimum

of 150 pounds of asphalt per 100 square feet.

1. If on wood, lay one thickness of rosin-sized building paper or unimpregnated felt weighing

not less than 5 pounds per 100 square feet, lapping

the sheet at least 1 inch; if on precast gypsum,

this shall be omitted.

2. Over the entire surface lay two layers of as- phalted felt weighing not less than 14 pounds per 108 square feet per layer, lapping each sheet of each

layer 17 inches over the preceding sheet, end laps not less than 4 inches. Sheets shall be nailed

as often as necessary to hold them in place until the remaining felt is laid. These layers shall be

turned up vertical, surfaces not less than 6 inches,

and securely fastened.

3. Coat the entire surface uniformly with hot

asphalt, using not less than 25 pounds per 100 square

feet.

4. Over the entire surface lay three layers of asphalted felt, lapping each sheet of each layer 22

inches over the preceding sheet, end laps not less than 6 inches. Hot asphalt shall be mopped the

full 22 inches on each sheet so that in no place will

felt touch felt, using not less than 25 pounds of as- phalt per 100 square feet between successive layers.

Any nailing necessary shall be done in such manner

that all nails will be covered by not less than two

layers of felt. Nails shall be galvanized and shall be driven through flat tin or zinc caps. These

layers shall be cut off at vertical, surfaces not less than 6 inches, and securely fastened.

5. Coat the entire surface uniformly with hot

asphalt poured from a dipper, using not less than 75 pounds per 100 square feet into which while hot

embed not less than 400 pounds of gravel (or 300

pounds of slag). TYPE B-2

Asphalt and Gravel (or Slag) over Concrete or Poured Gypsum

Roofing constructed of five layers asphalted felt, asphalt, and gravel (or slag), and a minimum (not

including primer) of 205 pounds of asphalt per 100

square feet.

1. The entire surface, if of concrete, shall be coated uniformly with asphalt primer, using not less than

10 pounds per 100 square feet, and allowed to dry.

428
STONE, SAND, AND CEMENTITIOTJS MATERIALS 518.57

If of gypsum, the surface shall be given two such

coats. Upon this there shall be applied a uniform

coat of hot asphalt, using not less than 30 pounds

per 100 square feet.

2. Over this lay two layers of asphalted rag felt weighing not less than 14 pounds per 108 square feet per layer, lapping each sheet of each layer 17 inches over the preceding sheet, end laps not less than 4

inches, and securely fastened. Hot asphalt shall be mopped the full 17 inches on each sheet so that

in no place will felt touch felt, using not less than 25 pounds of asphalt per 100 square feet between successive layers. These layers shall be turned up

vertical, surfaces not less than 6 inches, and securely

fastened.

3. Coat the entire surface uniformly with hot

asphalt, using not less than 25 pounds per 100

square feet.

4. Over the entire surface lay three layers of asphalted rag felt, lapping each sheet of each layer 22 inches over the preceding sheet, end laps not less than 6 inches. Hot asphalt shall be mopped the

full 22 inches on each sheet so that in no place will

felt touch felt, using not less than 25 pounds of asphalt per 100 square feet between successive

layers.

If roof decks are of gypsum, in addition to the above, the upper edge of each course of the third layer of felt shall be nailed to the roof deck with

galvanized nails driven through flat tin or zinc

caps. These layers shall be turned up vertical, surfaces not less than 6 inches, and securely fastened.

5. Coat the entire surface uniformly with hot

asphalt poured from a dipper, using not less than 75 pounds per 100 square feet, into which while hot embed not less than 400 pounds of gravel (or 300

pounds of slag). TYPE C—1, CLASSES A AND B

Asphalt Impregnated Asbestos Felt and Asphalt Cement Over Wood Roofing composed of one layer approximately

60 pounds, two layers for class A, one layer for class B, approximately 14 pounds, asphalt impregnated

asbestos felt (the latter lapped 17 inches for class A and 3 inches for class B), and a minimum of 85 pounds for class A and 55 pounds for class B, asphalt roofing cement, per 100 square feet.

1. Lay sheets of asphalt impregnated asbestos

felt weighing approximately 60 pounds per 108 square foot directly over the sheathing. Lap the

joints 3 inches and seal them with asphalt cement.

Nail these sheets along the lap with barbed nails driven through flat tin caps, spaced 6 inches apart,

and in parallel lines approximately 10 inches apart

and approximately 10 inches from the laps, these

nails to be spaced 18 inches apart and staggered.

This 60-pound felt shall be laid parallel to pitch

of roof and turned up 5 inches above level of roof on all vertical surfaces but not cemented to vertical

surfaces. Over the 60-pound felt edging strips composed

of the flashing material shall be applied at eaves and gable overhang, extending 4 inches on roof, cemented and nailed, and turned down over and

secured to facia and projected one-half inch beyond

to form a drip edge.

2. Mop the entire surface of the 60-pound felt with the asphalt cement, heated to flow freely, and while the cement is hot embed in it sheets of asphalt impregnated asbestos felt weighing approximately 14 pounds per 108 square feet in 2-ply construction for class A and in single-ply construction for class B roofing, this 14-pound felt to be run

at right angles to the 60-pound felt, lapped 17

inches for class A and 3 inches for class B, and

turned up 5 inches for both classes, above level of roof on all vertical surfaces,

Start at low point of roof with a one-half width

sheet of the 14-pound felt, then a full width sheet

of the same felt laid flush with and entirely covering

the one-half width sheet. For class A then lay

full width sheets, setting the first so as to overlap

the one-half width, starting sheet 2 inches, and

then exposing 15 inches of each succeeding sheet

to the weather. For class B lay full-width sheets, overlapping the preceding ones 3 inches, with

balance exposed to the weather. Mop the entire surface between plies with the

asphalt cement, heated to flow freely, and roll the

felts closely behind the mop so that no missing

of asphalt can possibly take place. Approximately 30-pounds of asphalt shall be used per square

for each mopping.

Nail the back edge of each sheet with the barbed

nails, driven through flat tin caps, spaced 9 inches

apart, the center line of nail heads to be approximately three-fourths inch below back edge of sheet.

3. Walls and all other elevations above roof sur- face shall be carried vertically at least 12 inches to provide for proper flashing. Roofing material shall be carried up 5 inches above level of roof on all vertical surfaces.

All flashings, except those around ventilators,

standpipes, exhausts, etc., shall be composed of base

flashing of special asbestos flashing material approximately 10^2 inches wide, cemented and nailed to

vertical surface. Such flashings shall be counterflashed with approved fibrous mineral and bitumi- nous cement, and applied with a reinforcement of impregnated asbestos felt.

4. When the roofing is otherwise complete cover

the entire surface with a mopping of the asphalt

cement, to be applied hot, using approximately 25

pounds to the square. TYPE C-2, CLASSES A AND B

Asphalt Impregnated Asbestos Felt and Asphalt Cement Over Dry

Concrete or Gypsum

Roofing composed of 1 coat asphalt primer, 1 coat

asphalt cement over primer, 1 layer, approximately

60 pounds, and 2 layers for class A, 1 layer for class B, approximately 14 pounds, asphalt impregnated

asbestos felt (the latter lapped 17 inches for class A

and 3 inches for class B), and a minimum of 85 pounds for class A, 55 pounds for class B, asphalt

roofing cement per 100 square feet, not including

primer or first coat over primer.

1. Coat the concrete or gypsum with cold asphalt

primer, using approximately 1 gallon over concrete and 1 to 2 gallons over gypsum per 100 square feet of roof surface to provide a proper bond between roof deck and asphalt. Allow the primer to dry.

2. Mop the entire surface thus primed with asphalt

cement, heated to flow freely, and while the cement

is hot embed into it sheets of asphalt impregnated

asbestos felt, weighing approximately 60 pounds per

108 square feet. Lap the joints 3 inches and seal them with the hot asphalt cement. The 60-pound

felt shall be laid parallel to pitch of roof and turned

up 5 inches above level of roof on all vertical surfaces

(for class B, not cemented to vertical surfaces). Over the 60-pound felt, edging strips composed of

flashing materials shall be applied at eaves and gable

overhang, extending 4 inches on roof, cemented, and

turned down over and secured to facia and projected

one-half inch beyond to form a drip edge.

3. Mop the entire surface of the 60-pound felt with the hot asphalt cement, and while the cement

is hot embed into it sheets of asphalt impregnated

asbestos felt, weighing approximately 14 pounds per

108 square feet in 2-ply construction for class A,

single-ply construction for class B; this 14-pound

felt to be run at right angles to the 60-pound felt, lapped 17 inches and turned up 5 inches for class A,

429
518.57 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

and lapped 3 inches and turned up 5 inches for class B, above level of roof on all vertical surfaces. Start at low point of roof with a J4-width sheet of the 14-pound felt, then with a full width sheet of the same felt laid flush with and entirely covering the

J4-width sheet. For class A then lay full-width

sheets, setting the first so as to overlap the one-half width, starting sheet 2 inches and then exposing 15 inches of each succeeding sheet to the weather. For

class B lay full-width sheets, overlapping the pre- ceding ones 3 inches, with balance exposed to the weather. Mop the entire surface between plies with asphalt

cement, heated to flow freely, and roll the felts closely behind the mop so that no missing of asphalt can possibly take place. Approximately 30 pounds

of asphalt shall be used per square for each mopping.

4. On gypsum and other types of roof decks that permit of nailing, the back edges of all felts shall be

securely nailed to roof slab with cut nails driven through flat tin caps in addition to mopping.

5. Walls and all other elevations above roof surface shall be carried vertically at least 12 inches

to provide for proper flashing.

Roofing material shall be carried up 5 inches above level of roof on vertical surfaces. All flash- ings except those around ventilators, stand-pipes,

exhausts, etc., shall be composed of base flashing of special asbestos flashing material approximately

10% inches wide, cemented, and nailed to vertical surface. Such flashings shall be counterflashed with

approved fibrous mineral and bituminous cement,

and applied with a reinforcement of impregnated

asbestos felt. When the roofing is otherwise complete, cover the

entire surface with a mopping of the asphalt cement,

to be applied hot, using approximately 25 pounds to the square. Note.—On concrete surfaces maximum pitch upon which this roofing may be applied without nailing is 3 inches to the foot, except on short runs, as in saw-tooth construction. If wood nailing strips are inserted in concrete, the pitch may be increased. Provision for expansion should be made in covering over expansion

joints in concrete slab.

4. GUARANTY

The roofing contractor shall furnish an unqualified

guaranty, with good and sufficient bond, covering the maintenance of the roof in a water-tight condi- tion for a period of years from date of completion.

5. GENERAL CONDITIONS

All materials entering into the work and all methods used by the contractor shall be subject to the approval of the engineer, and no part of the work

will be considered as finally accepted until all of the work is completed and accepted.

The general conditions as given in 518.50, page 416,

shall be considered to apply to the above specifications.

American Railway Engineering Association, specifications for buildings for railway purposes (clay tile roofing, 1926). See 534.23, page 619. American Railway Engineering Association, specifications for buildings for railway purposes, section 10-C, slate roofing, 1927. See 511.52, page 197. Asphalt Shingle and Roofing Association (now

Institute), standards for the laying of roofing.

This association has adopted detailed methods for the laying of roofing, as follows:

1. Directions for laying roll roofings, adopted

December 8, 1920.

2. Directions for laying shingles, adopted March

9, 1921. Asphalt Shingle and Roofing Association (now

Institute), tests for powdered surfacing materials

(to be used in connection with roofings), 1923. See 510, page 186. Asphalt Shingle and Roofing Association (now

Institute) , mill analysis of bituminous roofings (rec- ommended), 1922. See 505.0, page 139. Contracting Plasterers' International Association,

standard specifications for lath and plaster work,

1923. See 514.63, page 280. Federal Specifications Board, specification No.

380, United States Government master specification

for asphalt plastic cement. For use in roofing.) See 505.13, page 148. National Slate Association, slate roofs, January,

1926.

(a) The following specifications for "standard,"

"textural," and "graduated" slate roofs give in

detail the procedure to be followed in the laying of each type of roof on any type of structure from the

smallest bungalow to the largest mansion.

(6) In each specification it is assumed that sheathing boards, crickets, cant strips, or other underroof

surface will be specified elsewhere under the proper

trade.

(c) The notes, under the various items in the specifications, are informative and indicate optional

changes which may be made in the specifications.

(d) The full text of the specifications as published

by the National Slate Association includes for each

specification a prefatory "short form" to be written

into the architect's specification.

(e) The association has a separate specification for sheet-metal work.

(/) The association has specificational data relating to flat slate roofs, but has no specification for this type.

NOTES FOR "STANDARD," "TEXTURAL" AND

"GRADUATED" ROOF SPECIFICATIONS

1. The specifications used as here given

provide for a complete slate roof as follows:

will

Standard Textural Graduated

Felt, saturated asphalt

Flashings Hips

Valleys Eidges Cement

Slate

s —

.

Nails

14 pounds per square

16-ounce copper

Saddle Open_ _. Saddle _. Elastic waterproof Commercial standard (approxi mately fio inch). Copper

Commercially known as 30 pounds

per square. 16-ounce copper Saddle

Closed Saddle

Elastic waterproof

Via to % inch, random width, ap- proved lengths. Copper _

30 pounds per square.

16-ounce copper.

Saddle. Do.

Elastic waterproof. %toM inch thick; 24 to 12 Inches

long. Copper.

430
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.57

STANDARD SPECIFICATION FOR A STANDARD

SLATE ROOF

(Standard specification "S," covering in detail all materials and labor in connection with a standard

slate roof.)

1. GENERAL AND GUARANTY

(a) The general conditions of the contract are hereby made a part of the contract, and this contractor shall examine these general conditions and

thoroughly acquaint himself with all the require- ments therein contained.

(i>) This contractor shall furnish all materials and

labor in accordance with the drawings and these

specifications.

(c) This contractor shall inspect all surfaces pre- pared for slating by other trades, point out to the proper authority all defects, and shall not proceed

with the laying of felt, flashings, or slate until the necessary corrections have been made.

(d) Roofing shall be applied by workmen experienced in the applying of slate.

(e) The roofing contractor shall furnish his own

scaffold or rigging, or arrange with the general contractor for the use of scaffolds furnished by others.

(/) A written guaranty shall be furnished that the

materials used are in strict accordance with these

specifications, and that any and all repairs required on the roof due to defective materials or workmanship furnished under this contract shall be made

without cost to the owner for a period of one year.

2. ROOFING FELT

(o) On all boarding to be covered with slate, furnish and lay asphalt-saturated rag felt, not less in weight than that commercially known as "14- pound" felt. In this weight, per 100 square feet, a

tolerance of 1 pound plus or minus will be allowed.

(6) Felt shall be laid in horizontal layers with

joints lapped toward eaves and at ends at least 2

inches and well secured along laps and at ends as necessary to properly hold the felt in place and protect the structure until covered by the slate. All

felt shall be preserved unbroken, tight, and whole.

(c) The felt shall lap over all hips and ridges.

(d) Felt shall be lapped 2 inches over the metal of any valleys or built-in gutters.

s. SLATE

(a) Slate shall be of commercial standard quality

and thickness.

Note.—Commercial standard slate is approximately Me-inch in thickness. If any other thickness is desired, so state and omit "commercial."

(b) Size of slate shall be , or random

widths of length (s). Note.—For table of standard sizes, see Department of Commerce

Simplified Practice Recommendation No. 14. (See 511.52, p. 203.) A definite size must be stated to place all estimates on an equal

basis. To obtain a roof at a minimum cost, confer with local roofers as to the size or sizes economically available. Standard roofs are usually

laid with slate of one size on any one area. If random widths are

desired, so state.

(c) Color of slate shall be

Note.—For list of slate colors see Simplified Practice Recommendation No. 14, 511.52, p. 203.

If weathering slate are desired, so state, otherwise unfading colors will be furnished.

If a particular quarry product is desired, so state.

(d) All slate shall be hard, dense, sound rock,

machine punched for two nails each. All exposed

corners shall be practically full. No broken corners on covered ends which sacrifice nailing strength or the laying of a water-tight roof will be allowed. No

broken or cracked slates shall be used.

Note.—"Machine punched" does not exclude hand punching by

means of the punch and mawl or hand punching with the hammer,

as the slate is laid, to properly locate holes for fitting hips, etc., or obtaining suitable nailing to the roof boards.

4. HIPS

(a) All hips shall be laid to form "saddle" hips

without metal underneath.

Note.—If any other type of hip is desired, so state.

5. RIDGES

(a) All ridges shall belaid to form "saddle" ridges.

The nails of the combing slate shall pass through

the joints of the slates below.

Note.—If combed ridges, ridge rolls, or cresting are desired, so state.

6. VALLEYS

(a) All valleys shall be laid to form "open " valleys

Note.—If "closed" valleys are desired, so state.

7. ELASTIC CEMENT

(a) Cement shall be an approved brand of waterproof elastic slaters' cement colored to match as nearly as possible the general color of the slate.

8. NAILS

(a) All slate shall be fastened with two large-head

slaters' solid copper nails. Use threepenny (1%-inch)

nails for slates 18 inches or less in length, fourpenny

(l}4-inch) for 20 inches or longer, and sixpenny

(2-inch) for slates on hips and ridges.

9. SLATING

(a) The entire surface of all main and porch

roofs, the roofs and sides of any dormer windows,

if shown, and all other surfaces so indicated on the drawings, shall be covered with slate in a proper and water-tight manner.

(6) The slate shall project 2 inches at the eaves and 1 inch at all gable ends, and shall be laid in horizontal courses with the standard 3-inch head

lap, and each course shall break joints with the pre- ceding one. Slates at the eaves or cornice line shall be doubled and canted one-fourth inch by a wooden

cant strip.

(c) Slates overlapping sheet-metal work shall have the nails so placed as to avoid puncturing the

sheet metal. Exposed nails shall be permissible

only in top courses where unavoidable.

(d) Neatly fit slate around any pipes, ventilators, etc.

(e) Nails shall not be driven in so far as to produce

a strain on the slate.

(J) Cover all exposed nailheads with elastic cement. Hip slates and ridge slates shall be laid in elastic cement spread thickly over unexposed

surface of under courses of slate, nailed securely

in place, and pointed with elastic cement.

(g) Build in and place all flashing pieces furnished by the sheet-metal contractor and cooperate with

him in doing the work of flashing.

(h) On completion, all slate must be sound,

whole, and clean, and the roof shall be left in every

respect tight and a neat example of workmanship.

Note.—Vertical surfaces may be laid with 1-inch head lap. Specify cant strips of proper thickness under carpentry. Where cant strips occur above gutters, they should be placed

before the metal. STANDARD SPECIFICATIONS FOR A TEXTURAL

SIATE ROOF

(Standard specification "T," covering in detail

all materials and labor in connection with a textural

slate roof.)

431
518.57 STANDARDS AND SPECIFICATIONS FOE, NONMETALLIC MINERALS

1. GENERAL AND GUARANTY

(Same as for standard slate roof (above) with

following additional:)

(c) The roofing contractor shall furnish samples

of the slate he proposes to use. If required, a layout shall be prepared by the producer and sub- mitted to the architect for approval.

2. ROOFING FELT

(a) On all boarding to be covered with slate, furnish and lay asphalt-saturated rag felt, not less in weight than that commercially known as 30- pound felt. (Items (6), (c), and (d), section 2 of specification for a standard slate roof, are part of this specifi- cation.)

8. SLATE

(a) Slate shall be in combinations of thicknesses from % to Yia inch thick.

r Note.—If a percentage of thicker slates is desired, state the thickness and percentage of each.

(Z>) Slates shall be of random widths and of such

lengths as approved by the architect. Note.—If a layout is required, state "in accordance with approved

layout."

If definite sizes must be furnished, so state. To obtain a roof at minimum cost, confer with local roofers as to sizes economically

available.

(c) The predominating color of the slates shall be

Note.—For list of slate colors, see Simplified Practice Recommendation No. 14, 511.52, page 203. Colors will be of "weathering" class unless otherwise noted.

(d) Same as section 3 (d) of specification for a standard slate roof (above). Sections 4 (hips), 5 (ridges), 7 (elastic cement),

and 9 (slating) of specification for a standard slate roof are part of this specification.

6. VALLEYS

(a) All valleys shall be laid to form "closed"

valleys. Note.—If open valleys are desired, so state. "Round" or "canoe"

valleys may be used if desired, but will add to the cost of the roof and

are more frequently used with graduated roofs.

8. NAILS

(a) All slate shall be fastened with large-head

slaters' copper nails of sufficient lengths to ade- quately penetrate roof boarding. Care shall be

taken to avoid exposing the nails on cornice, soffits, overhanging eaves, etc. STANDARD SPECIFICATION FOE A GRADUATED

SLATE ROOF

(Standard specification " G," covering in detail all materials and labor in connection with a graduated

slate roof.)

1. GENERAL AND GUARANTY

Same as for standard slate roof (above) with

following additional:

• (b) The roofing contractor shall furnish samples

of the slate he proposes to use. A layout showing

graduations, courses, and color distribution shall be prepared by the producer and submitted to the

architect for approval.

2. ROOFING FELT ] Same as for textural slate roof (above).

3. SLATE

(a) Slate shall be in combination of thicknesses from M t° M inch. Note.—Any desired range may be used, inserting the desired thickness and lengths.

(fi) Slates shall be random widths from 24 to 12

inches in length.

(c) Color of slate shall be

Note.—State color or color mixture, permanent or weathering, and percentages of each desired.

(d) All slate shall be hard, dense, sound rock,

machine punched for two holes. Slates }i inch and

thicker, when 20 inches or more in length, shall have

four holes. All exposed corners shall be practically

full and no broken corners or covered ends which

sacrifice nailing strength or the laying of a watertight roof will be allowed. No broken or cracked

slates shall be used.

Note.—"Machine punched" does not exclude hand punching by

means of the punch and mawl or hand punching with the hammer,

as slate is laid, to properly locate holes for fitting hips, etc. , or obtaining

suitable nailing to the roof boards. Sections 4 (hips) , 5 (ridges) , and 7 (elastic cement)

of specification for a standard slate roof are part of

this specification.

6. VALLEYS

(a) All valleys shall be . Note.—Insert necessary following paragraphs:

1. Laid to form "open" valleys.

2. Laid to form "closed" valleys.

3. Of slate laid to radius. The slate shall be tapered, shouldered,

securely nailed, and shaD be 4 inches longer than the slates used in the corresponding courses on the roof and laid to allow the tail coursings,

to line up. Proper copper flashing under each course.

8. NAILS

(a) All slate shall be fastened with large flat-head

slaters' copper nails of sufficient length to adequately

penetrate nailing surface. Use four nails for slates % inch and thicker when 20 inches or more in length. Care should be taken to avoid exposing the nails on

cornice, soffits, overhanging eaves, etc.

(6) Nails securing slate must in no instance be

driven through flashing.

9. SLATING

(a) The entire surface of all main and porch roofs, the roofs and sides of any dormer windows, if shown,

and all other surfaces so indicated on the drawings,

shall be covered with slate in combinations of colors,

sizes, and thicknesses shown on approved layout

drawing furnished by slate producer.

(b) The slate shall project at the eaves and at all gable ends as directed, and shall be laid in horizontal

courses with the standard 3-inch head lap, and each

course shall break joints with the preceding one.

Slates at the eaves or cornice line shall be doubled

and canted so that the succeeding course will have

flat contact.

Note.—If other construction at eaves and gables is desired, this should be noted here. Items in section 9 (slating), subsections (c), (d),

(«)> (/)> (flOj (h), and note following, of specification

for a standard roof, are part of this specification.

Underwriters Laboratories, specifications for Class C asphalt rag-felt sheet roofing and shingles, March,

1929. See 505.16, page 169. United States Department of Commerce, Bureau

of Standards, Simplified Practice Recommendation

No. 14, for roofing slate, July, 1928. See 511.52, page 203.

432
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.59

518.59 Miscellaneous Specifications for Building Construction and Materials. American Concrete Institute, standard recom- mended practice for Portland cement stucco, serial designation C-3A-23, 1923. See 516.2, page 297. American Concrete Institute, tentative specifica- tions for concrete building block and concrete buil- ding tile, serial designation P-1A-2ST, 1928. See 516.4, page 317. American Concrete Institute, standard specifica- tions and building regulations for concrete staves,

serial designation P-4A-26, 1926. GENERAL

1. Concrete staves meeting the requirements of the following specifications may be used in the construction of silos, coal pockets, corncribs, grain bins, and other structures for which these units are suitable. TESTS

2. Concrete staves must be subjected to trans- verse and absorption tests. All official tests must

be made in a testing laboratory of recognized standing. Six samples representing the ordinary commercial product selected at random from stock must

be provided for the purpose of testing.

TRANSVERSE STRENGTH

3. The ultimate transverse strength of the test staves at 28 days after being manufactured or when

shipped must average not less than 90 pounds with no test falling below 75 pounds for each inch of width

of the stave.

4. The absorption at 28 days after being manufactured or when shipped must not in any case ex- ceed 6 per cent. TRANSVERSE TEST

5. The transverse test shall be made as follows: The sample to be tested shall be placed flatwise in the testing machine and supported at one end on a ^inch round rod and at the other end by a spherical

bearing block using a steel plate 2 inches wide and of sufficient stiffness to properly distribute the load be- tween concrete and load point. The distance be- tween points of support shall be exactly 24 inches. The load shall be applied at midspan through a

spherical bearing block. ABSORPTION

6. In the absorption tests the samples shall be first thoroughly dried to a constant weight at a temperature not to exceed 230° F. After drying, the sample

shall be completely submerged in clean water at a temperature of between 60° and 80° F. for a period

of 48 hours. The specimen shall then be removed,

the surface water wiped off, and the sample re- weighed. The percentage absorption is the weight

of the water absorbed divided by the weight of the dry specimen and the quotient multiplied by 100. VERTICAL LOADING

9. The load on any concrete stave wall, including the superimposed weight of the wall, shall not exceed 200 lbs./in.2

. LATERAL LOADING

10. Silos, grain tanks, coal pockets, corn cribs,

etc., constructed of concrete staves shall be hooped

with steel rods or bands of such cross-sectional area

that the steel will not be stressed to exceed 16,000

lbs./in., 2 and the hoops shall be placed at such inter- vals that the staves will not be loaded to exceed 25

per cent of their average transverse strength.

American Concrete Institute, tentative specifica- tions for concrete brick, serial designation P-1B26T, 1926. See 516.4, page 318. American Railway Engineering Association, specifications for buildings for railway purposes. EXCAVATION, FILLING, AND BACKFILLING (1926)

1. GENERAL The contractor shall furnish all labor, material,

tools, and equipment except as otherwise noted, necessary to entirely complete all excavations for foundation walls, piers, footings, pits, ducts, tunnels,

basements, and any other excavation which may be

implied or shown on the drawings to receive the subsequent work.

Any excavation paid for or deducted on a unit- price basis shall be for the actual measured yardage.

No allowance shall be made on account of slope to the sides of excavation, but measurements for quantities of excavation shall be taken to outside of sheeting.

The unit price paid or deducted shall include the whole value of the sheeting, bracing, or any other

material actually used in connection with the work,

either as a form for concrete foundations, as a protection against caving during the process of excavating, or as a cofferdam, and shall also include any

pumping or bailing which may be necessary.

2. CLASSIFICATION

All material excavated shall be classified as rock

excavation, wet excavation, and common excavation.

3. ROCK EXCAVATION Rock excavation shall comprise rock in solid beds or masses in its original position which, in the judgment of the engineer, may best be removed by

blasting and detached rock or bowlders, measuring

1 cubic yard or more.

i. WET EXCAVATION Wet excavation shall comprise that material, not

included under rock excavation, which requires

pumping or sheet piling to overcome seepage and

overflow.

5. COMMON EXCAVATION Common excavation shall include all materials that do not come under the classifications of rock or wet excavation.

6. SOU TEST Before any foundation work is placed the contractor shall satisfy himself that the soil encountered

is of such a nature that it will support the structure

as designed; in case of doubt he must notify the

engineer, and no foundations shall be laid until a

proper investigation is made.

7. BEDS FOR FOOTINGS The beds for footings shall be leveled and free of

all loose material before any foundations are put in

place. No footings shall rest on filled ground except

where absolutely necessary, and all filling under such

footings shall be sand or other approved filling, puddled and tamped in place. No such footings

shall be put in place by the contractor without first obtaining permission from the engineer,

433
518.59 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

8. QUICKSAND POCKETS

If any quicksand pockets or other soft spots are encountered beneath foundation walls, piers, or

footings, the same shall be excavated and filled with

concrete, the extra work being paid for on the basis

of unit prices provided in contract.

9. PUMPING AND BAILING The contractor shall perform all pumping and

bailing necessary to keep all excavation entirely

free from water during the progress of the work

under all circumstances and contingencies which

may arise, using such means as may be best adapted

to conditions. The cost of pumping and bailing

shall be included in the contractor's bid for excavation.

10. BLASTING The contractor shall do all blasting necessary in connection with the excavation as shown on the drawings. All drilling, placing of charges, and

shooting, together with the covering of blasts, shall be done in an approved manner. All work in connection with blasting shall be done in strict accordance with any laws or ordinance in effect where the work is located.

11. DISPOSAL OF EXCAVATED MATERIAL Excavated material shall be used for back filling around all underground work. After forms of such work have been removed and the work has been inspected by the engineer, the contractor

shall fill up to the finished grade as shown on the drawings.

Only material suitable for back filling shall be so used. Large frozen lumps, bowlders, etc., shall not be used. Back filling must be placed in layers not

to exceed 6 inches, each layer being thoroughly

tamped and puddled.

The contractor, when so required, shall haul and

place surplus excavated material within a distance not to exceed 300 feet from the building as directed by the engineer.

Any surplus excavated material which can not be

disposed of within 300 feet of the building shall be

disposed of by the contractor, unless otherwise

released by the company.

12. FILLING Sand or cinder filling where called for on the drawings, shall be thoroughly tamped, rolled, and

compacted in place by the contractor. Where

floors are on fill, the fill shall be placed in layers and

thoroughly puddled, tamped, and rolled or flooded. Wherever such fill occurs it shall be included in the lump-sum price for the structure in which it occurs. Sand fill shall be clean sand, free from sticks or other foreign matter. When cinder fill is used, cinders will be furnished by the company, in cars as near as practicable to the site of the work, but must

be unloaded and placed by the contractor. No filling or back filling shall be done at a time

when there is danger of frost entering the^material,

except at the discretion of the engineer.

13. GRADING AND FINAL CLEANING

All grading that may be necessary around the

buildings, as shown by the drawings, shall be done

by the contractor. Cinders, sand, or clean dirt shall be used for the work as called for by the drawings.

At the completion of the work the contractor shall thoroughly clean up and remove any rubbish, dirt, or excavated material from site as called for under

disposal of excavated material, and leave the site

clean and graded to finish grades as shown by the

drawings.

14. PILE FOUNDATIONS Where timber foundation piles are required or shown on the drawings these shall be furnished and

driven by the contractor, unless otherwise provided

for in the contract. Contractors shall quote in their bids a unit price per linear foot penetration

below cut-off, for furnishing, driving, and cutting

of piles. Timber piles shall be furnished in accordance with

the American Railway Engineering Association specifications covering piles for trestles, except that where

piles are to be untreated they shall not be peeled.

Piles that will be cut off below permanent moisture

will not be treated. Piles which will extend above

the fine of permanent moisture shall be treated with creosote oil, full-cell process, in accordance

with the A. R. E. A. specification for treated timber

piles. Pile shall be driven by a steam or drop

hammer to refusal, or until the penetration per blow under the last blows of a 2,000-pound hammer,

falling 20 feet, does not exceed 1 inch. They shall be driven in location shown on the drawings with- out variation of more than 1 foot in any direction. The contractor shall excavate around and cut off the piles at the elevations shown and properly prepare the piles to receive the masonry or other

parts of the structure. Piles shall be cut off in a

horizontal plane unless otherwise shown on the

drawings. Where the contract provides that the

piles shall be furnished and driven by the railway

company, the contractor shall provide in his bid

for excavating around and cutting off the piles as described above. The lengths of piles necessary shall be fixed by the

engineer after test piles have been driven. The

cost of driving test piles will be paid for by the rail- way company.

15. UNDERGROUND AND OVERHEAD STRUCTURES

All gas, water, and drainage pipes, sewers, or

conduits, shall be supported in place by the contractor, and all expense attending their renewal shall be

borne by him. All telegraph, electric light, or telephone wires, signals, etc., which, in the judgment

of the engineer, interfere with the progress of the work shall be removed without expense to the contractor. During construction the contractor shall maintain in safety, permanent poles, wires, sewers,

pipes, or conduits affecting his work or with which

it may interfere. If damaged through his negligence,

all expenses attending repairs thereto shall be borne

by him.

16. GENERAL CONDITIONS

All materials entering into the work and all methods used by the contractor shall be subject to the approval of the engineer, and no part of the work shall be considered as finally accepted until

all the work is completed and accepted.

The general conditions as given in 518.50 shall be

considered to apply to these specifications.

American Society for Testing Materials, standard

specifications for quicklime for structural purposes,

serial designation C5-26, 1926. See 517.2, page 352. American Society for Testing Materials, standard

specifications for hydrated lime for structural purposes, serial designation C6-24, 1924. See 517.2, page 353. American Society for Testing Materials, tentative

specifications for concrete building brick, serial designation C55-28T, 1928. See 516.4, page 321.

434
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.59

Common Brick Manufacturers' Association of America, specifications and general schedule of a

brick house. MORTAR

See 516.3, page 310. Concrete Reinforcing Steel Institute, specifications for reinforced concrete in structures, 1928. See 516.3, page 310. Federal Specifications Board, specification No.

249, United States Government master specifi- cation for hvdrated lime for structural purposes, November 5," 1924. See 517.2, page 363. Federal Specifications Board, specification No.

230, United States Government master specifi- cation for quicklime for structural purposes, November 5, 1924. See 517.2, page 364. Federal Specifications Board, specification No.

505, United States Government master specifi- cation for brick, sand-lime, common, Julv 11, 1927. See 513, page . 257

National Fire Protection Association, vaults. Specifications for ground supported vaults, adopted 1926. FIRE RESISTANCE CLASSIFICATIONS

Ground supported vaults are those supported

directly on the ground and independent of the

building in which they are located. They are intended to afford full protection to their contents even in the event of complete destruction of the

building. SIX-HOUR VAULTS

This classification is recommended where the

construction and occupancy are such that a degree

of fire resistance equivalent to six hours of the standard test is deemed necessary. FOUR-HOUR VAULTS

This classification is recommended where the

construction and occupancy are such that a degree of

fire resistance equivalent to four hours of the standard test is deemed necessary. TWO-HOUR VAULTS

This classification is recommended where the

construction and occupancy are such that a degree of

fire resistance equivalent to two hours of the standard test is deemed necessary. SIX-HOUR VAULTS

FOUNDATIOHS Foundations shall be of concrete, stone, or brick masonry of ample size to take the entire load of the

vault structure and its contents. WALLS

(a) Materials.—Walls shall be built solid of reinforced concrete, or brick well bedded in mortar,

or of protected steel or reinforced concrete framework with panels of reinforced concrete, plain

concrete, or brick. Stone and gravel aggregates for concrete shall be selected with regard to their

fire-resistive properties. Siliceous gravel shall not

be used for the coarse aggregate, unless adequately

reinforced against spalling as by wire mesh near the

surface, as this material is particularly subject to

disintegration under heat. There shall be a

covering of at least 2 inches of concrete over all reinforcement.

Note.—The concrete and reinforcement shall comply with the recommendations of the current report of the Joint Committee on

Concrete and Reinforced Concrete. (See 516.3, p. 317.) Brick shall conform to the current standards for buiiding brick of the American

Society for Testing Materials. (See A. S. T. M. C62-29, 531.11, p. 583.) Where a structural steel framework is used, the

steel shall be protected with at least 4 inches of concrete, brick, or its equivalent tied with steel ties or wire mesh equivalent to No. 7 (A. S. W. gage, 0.177

inch diameter) wire on 8-inch pitch. Brick protection if used, shall be filled solidly to the steel with

concrete. At the joints between columns, beams,

and panels, the panels shall be well bonded to the columns by notching or rabbeting into the concrete

to a depth and width of at least 1 inch. Temperature reinforcement for concrete shall consist of steel rods.at least one-half inch in diameter spaced 4 inches on centers and running at right angles in both directions. Rods shall be securely wired at intersections not over 12 inches apart in both directions and be

installed centrally in each panel wall. Any equivalent form of temperature reinforcement may be

used.

(b) Thickness.—Walls shall be at least of the

thickness specified in Table 1, the variations depending on the materials used, the type of building construction, and the number of stories. However, in the lower story of buildings over two

stories in height, the minimum thickness shall in no

case be less than 12 inches for reinforced concrete nor 16 inches for brick. These minimum thicknesses apply to the vault construction only.

Table 1.Minimum wall thicknesses, ground supported vaults

A. SIX-HOUR VAULTS

Kind of wall construction

Number of stories counting from

top down Reinforced

concrete

Brick or plain concrete

Protected steel or rein- forced concrete frames

Reinforced

concrete panels

Brick or

plain concrete panels

Top 1010

10

12

12

12

1212

12

16

16

20

10

10

10

1012

12

12

12

12

14

12

121212

16

1616

16

16

16

Second

Third Fourth

Fifth

Sixth.. Seventh Eighth Ninth

Tenth.

B. FOUR-HOUR VAULTS

Top... 88

10

10

12

12

1212

12

16

16

16

88

10

10

12

1212

1212

12

12

1212

12

16

1616

16

16

16

Second

Third... Fourth.

Fifth

Sixth Seventh

Eighth Ninth Tenth

435
518.59 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Table 1.Minimum wall thicknesses, ground supported vaults—Continued

C. TWO-HOUR VAULTS

Kind of wall construction

Protected steel or reinl\JL 1 ' ' 1 I ' 1 1 1 1 etc frames Number of

stories counting Hollow Rein- from top down forced concrete Brick

clay tile or concrete block

Reinforced concrete panelsBrick

or plain concrete panels

Hollow

clay tile or concrete block

panels

Top 6 8 12 6 8 12 Second. . . . . 8 12 12 8 12 12 Third 10 12 16 10 12 16 Fourth 10 16 20 10 12 16 Fifth 12 16 12 16 20

Sixth 12 16 12 16 20 Seventh 12 16 20 Eighth 12 16 20 Ninth 12 16 20 Tenth 12 16 20

(c) Independence.—Vault walls shall be struc- turally independent of the building wherever possible. If connected in any manner, the connection

shall be so made that in event of the collapse of the building the building members may move or fall without affecting the stability or fire-resistive qualities of the vault. In fire-resistive construction provision shall be

made for expansion of the interior building members,

as otherwise severe thrusts may be exerted on the vault structure.

Note.—Under moderately severe conditions of heating an expansion in the concrete or steel equivalent to one-sixteenth inch per foot

is possible. Where building members join those of the vault they shall project into the vault not more than 4

inches, and in no case shall the wall thickness be less than 8 inches at these points. All beams or bearing

members adjoining the vault shall be designed to

release freely in case of failure. Where the outside

walls of a building are used to serve as a portion of the vault walls, the latter shall be effectively bonded to the building walls. Note.—Attention is called to the fact that the method of building a vault wall against the outer wall of building, and omitting bonding,

will not insure the integrity of the vault, and that vault walls erected

after the building are likely to settle and break connections with

building walls. Also falling building walls may tear away wall used

jointly for building and vaults and cause failure of vault. ROOF

(a) Materials.—Roof construction shall be of reinforced concrete or protected structural steel with reinforced concrete slabs or fillers of adequate

strength and fire resistance.

(6) Thickness.—Roof shall be unpierced and shall be at least 8 inches in thickness. Greater thickness may be necessary to provide strength for loads and

impacts as specified below.

(c) Independence.—Vault roofs shall be entirely

independent of floors, roofs, or ceilings of buildings. Vaults should preferably be built to extend to the top floor of the building and the top of the vault

located as close to the underside of the building roof as possible.

(d) Bonding.—The roof and walls of the vault

shall be thoroughly bonded together. If construction is of reinforced concrete throughout, the reinforcing steel in the roof shall be carried into the

walls and the wall reinforcement into the roof. If there are steel beams in the roof, these shall be

securely fastened to structural members embedded

in the walls. If walls are of brick suitable anchors

shall be provided.

(e) Provision against impact.—Where the roof is more than 12 inches below the roof of the building the vault walls should be parapeted at least 12 inches above the vault roof and the space thus formed

filled with sand, gypsum, or similar material, to act as a cushion against impact from falling materials and also to serve as further insulation against

accumulation of burning debris on the vault roof. Adequate drainage shall be provided for this space above the roof.

(/) Design.—Roof shall be designed for a live load

of at least 350 lbs. /ft.2 to take care of impact loading.

Where local conditions are especially severe, such as near masonry walls or large tanks, loads of from 500

to 1,000 lbs. /ft.2 should be assumed and maximum

spans in at least one direction should not exceed 10

feet. Note.—It is not deemed practicable to design the roof entirely to prevent possibility of damage from a heavy safe or machine falling through a considerable distance. Such equipment should be so

located as not to endanger vault structures below.

(g) Interior supports.—Where long spans are needed, the introduction of interior columns, girders, or division walls may be necessary. All interior

steel work and reinforcing shall be protected with a

covering having a fire-resistance classification of not

less than three hours. FLOORS

(a) Materials and thickness.-—Floors shall be of noncombustible material of a construction having

a fire resistance classification not less than two hours. Floors shall be unpierced, not less than 6 inches

thick, and greater if necessary to support the full load of floor and contents.

(b) Flooring.—No wood or other combustible

material shall be used in the floor or surfacing.

(c) Independence.—Floors shall be thoroughly

bonded to the vault walls and shall be independent

of floors of the building.DOORS

Shall conform to specifications as given in the

section on vault doors and shall be of the same fire- resistance classification as the vault in which

installed. WATER-TIGHTNESS

(a) Walls, roofs, and floors shall be effectively

waterproofed, preferably using a mixture of concrete

of proper grading, mixture, and placing for the purpose. No combustible membrane or coating shall be employed except on a roof exposed to the weather.

(6) Provision shall preferably be made to prevent

entrance of water at door openings. Raised or

sloping sills and large drains in building floors outside of vaults are suggested. VENTILATION

Ventilation of interior shall be only through door

openings. Walls, floors, and roofs shall not be

pierced. INSPECTION The construction of the vault shall be under the

immediate supervision of a competent engineer or

architect to insure that it is built in accordance with

the above recommendations and that careful workmanship is obtained throughout.

436
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.59

FOUR-HOUR VAULTS

FOUNDATIONS Same as for 6-hour vaults. WAILS

(a) Materials.—Same as for 6-hour vaults.

(b) Thickness.—Shall be as specified for 4-hour

classification in Table 1. In the lower story, however, the minimum thickness shall in no case be less than 12 inches for reinforced concrete nor 16 inches

for brick. These minimum thicknesses apply to the

vault construction only.

(c) Independence.—Same as for 6-hour vaults. ROOF Same as for 6-hour vaults. FLOORS Same as for 6-hour vaults. DOORS

Shall conform to specifications for vault doors as given in the section on vault doors and shall be of the same fire-resistance classification as the vault in which installed. WATER-TIGHTNESS Same as for 6-hour vaults. VENTILATION Same as for 6-hour vaults. INSPECTION Same as for 6-hour vaults. TWO-HOUR VAULTS

FOUNDATIONS Same as for 6-hour vaults. WALLS

(a) Materials.—Walls shall be built of reinforced

concrete, brick well bedded in mortar, load-bearing

hollow-clay tile, hollow concrete blocks, or of pro- tected steel, or reinforced concrete framework with

panels of these materials. The hollow concrete building block shall have cement proportions from 1:3 to 1:7 and either air or steam cured, and mixed with either dry, damp, or wet consistencies and of fine and coarse aggregates

of crushed limestone, of crushed slag, or crushed

cinders or of sand and calcareous pebbles when

assembled into walls one unit thick. The hollow-clay tile shall be not less than 2-cell for 8-inch and not less than 3-cell for 12-inch, con- forming with the current specifications of the A. S. T. M. for load-bearing wall tile. (See A. S. T. M.

C34-27, 534.22, p. 616.) Hollow walls shall be plastered on both sides with

at least five-eighths inch of gypsum or Portland cement plaster. Where a structural steel framework

is used the steel framework shall have protection

having a fire-resistance classification of not less than two hours. At the joints, between columns, beams,

and panels, the latter shall be well bonded to the columns and beams, the panels to be notched or rabbeted into the concrete of the columns for a depth

of at least 1 inch, but in no case shall the construction be such that the fire-resistance classification of any

portion is less than two hours.

(b) Thickness.—Walls and wall panels shall be not

less than the minimum thickness specified in Table 1 for 2-hour vaults.

(c) Independence.—To conform with require- ments for 6-hour vaults, except that when concrete

block or hollow clay tile are used for walls without

frames, such walls shall serve as bearing members

for the vault only.

ROOF

Same as for 6-hour vaults. FLOORS Same as for 6-hour vaults. DOORS

Shall conform to specifications given in the section on vault doors, and shall be of the same fire-resist- ance classification as the vault on which installed. WATER-TIGHTNESS Same as for 6-hour vaults. VENTILATION Same as for 6-hour vaults. INSPECTION Same as for 6-hour vaults. Specifications for structure supported vaults,

adopted 1927. FIRE-RESISTANCE CLASSIFICATIONS

Structure-supported vaults are those supported

by the framework of buildings of fire-resistive construction. These vaults may be located individually on any floor of such a building and are designed to

afford full protection to their contents, assuming the

integrity of the supporting structure. SIX-HOUR VAULTS

This classification is recommended where the construction and occupancy are such that a degree of

fire resistance equivalent to six hours of the standard test is deemed necessary. FOUR-HOUR VAULTS

This classification is recommended where the

construction and occupancy are such that a degree

of fire resistance equivalent to four hours of the stand- ard test is deemed necessary. TWO-HOUR VAULTS

This classification is recommended where the construction and occupancy are such that a degree of

fire resistance equivalent to two hours of the stand- ard test is deemed necessary. GENERAL SPECIFICATIONS

SUPPORTING STRUCTURE

(a) Strength.—The structure supporting the vault

shall be of adequate strength to carry the full build- ing loads as well as the entire weight of the vault

structure and contents.

(b) Fire resistance.—There shall be no combustible

material in any portion of the supporting members

of the structure. All structural members of the

building shall have a degree of fire resistance equivalent to at least the same number of hours of the standard test as that for which the vault is rated. WALLS

(a) Location and arrangement.-—The walls of the

vault shall follow the panels of the building whenever possible and shall extend from floor to ceiling

437
518.59 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

of the building in the stories where the vault is located.

If vaults are located on more than one story, they

shall preferably be placed one above the other in the

several stories.

(b) Materials.—Walls of vaults of the various

classifications shall be built of the materials and in the manner specified for ground supported vaults of equivalent classifications.

(c) Thickness.—The thickness of vault walls of the various classifications shall be not less than the minimum thicknesses for the various materials

specified for the top stories of ground-supported

vaults as given in Table 1 except that the minimum

thickness of walls of hollow clay tile or concrete block for a 2-hour vault may be 8 inches.

(d) Bonding.—Vault walls shall be effectively

bonded at the top and bottom to the floor or roof of the building in the stories where the vault is located. Suitable bonding shall also be secured between the

walls and adjoining building columns as well as between vault walls and outside walls of the build- ing where the latter are used to serve as a portion of the vault walls. ROOF AND FLOOR

(a) The building floors or roof of the building

shall serve for the roof and floors of the vault. The

roof or floor shall be unpierced.

(6) No wood or other combustible material shall be used in the flooring or surfacing. INTERIOR SUPPORTS Where there are interior supporting columns in a

vault they shall have a degree of fire resistance equivalent to not less than three hours of the standard

fire test. DOORS

Shall conform to the specifications as given in the

section on vault doors and shall be of the same fire- resistance classification as the vault on which

installed. WATER-TIGHTNESS

Shall conform to the specifications for groundsupported vaults. VENTILATION

Ventilation of interior shall be only through door

openings. Walls, floors, and roofs shall not be

pierced. INSPECTION The construction of the vault shall be under the immediate supervision of a competent engineer or

architect to insure that it is built in accordance with

the above recommendations and that careful workmanship is obtained throughout.

SPECIFICATIONS FOR VAULT DOORS

[CLASSIFICATION

Vault doors are classified as six-hour, four-hour,

or two-hour when the construction is such that they

are capable of withstanding an exposure equivalent

to six hours, four hours, or two hours of the standard

test. GENERAL DESIGN Doors may be single or mounted in pairs, but in

all cases to have insulation mounted between the

inner and outer face plates. Note.—It is believed that inner uninsulated doors have some

value in keeping combustible material well inside the vault chamber

and they may be installed if desired. STRENGTH The door structure shall have adequate strength

to withstand the wear and tear of normal operation,

and such rough usage as may be reasonably antici- pated for a device of its class.

INSULATING MATERIAL Doors shall be insulated with nonflammable heat

insulating material.

Note.—Experience with present insulating materials and methods

of construction indicates that desired results can be obtained with

insulation having thicknesses as shown in the following table:

Classification Thickness of insulation

6-hour Not less than 5 inches. Not less than 4 inches. Not less than 3 inches. 4-hour

2-hour...

DETAILS OF CONSTRUCTION

(a) Doors shall be mounted in a vestibule with or without inner doors creating a dead air space and

shall have a total thickness sufficient to provide for the specified thickness of insulation and sufficient additional room for locking mechanism. All four edges of the door shall be so formed as to provide

tongued-and-grooved joints. A hinged metal bridge

shall be provided over the sill to protect tongues

and grooves against mechanical injury.

(b) Vestibule shall consist of an open steel box

carrying on its inner face the insulated head, sill, and jamb structures formed to engage all four edges

of the door. Edges of the box shall be provided

with flanges overlapping the outer and inner surfaces

of the wall at least 3 inches on the outside and 2

inches on the inside. Sides of the vestibule shall be

at least }ie inch thick, and the entire structure

shall be braced and stiffened in such a manner as to provide a rigid support for the doors.

(c) When in the closed position doors shall be

secured to the frame at intervals not exceeding 2

feet on all four sides. Note.—Hinges are considered as fastenings, but must be rein- forced with bolts if the spacing does not come within the specifica tions given. (d) Inner doors, if used, shall be of steel plate, at

least Yie inch thick, reinforced to give stability,

closing against stops and provided with suitable hardware. UNINSULATED STEEL VAULT DOORS

Since the uninsulated vault door is widely used,

it is felt that it should be given a classification at

this point for reference purposes, although this

classification is outside the group recommended

for use in connection with vaults. On the basis

of such furnace tests as have been made, a classi- fication of one-half hour is given to the type of uninsulated door described in connection with record rooms. VAULT INTERIOR EQUIPMENT

(Under this heading are grouped a number of points which relate to the proper equipment and

maintenance of a vault.)

(Adopted 1927) FILING EQUIPMENT

Filing equipment should be noncombustible

throughout. Containers should be entirely inclosed

if possible; but if contents are such as to make

complete inclosure impracticable, containers having

only the front end open are advisable. Cubical

contents of individual containers should be kept as small as possible. LIGHTING The lighting should be electric, so arranged that both wires of the circuit are cut off when the doors

are closed. Common methods of accomplishing

this are given below in order of merit.

(a) Interior wiring in conduit with as many

fixed lamps as are needed for adequate illumination;

438
STONE, BAND, AND CEMENTITIOUS MATERIALS 518.60

this interior system to be supplied by a short extension cord through doorway to live receptacle outside

vault. Cord may be protected by flexible armor

or by short length of rigid steel conduit with bushings and taped in place, on the cord at the point of door closure.

(b) Interior wiring controlled by door switch,

switch opening both sides of the circuit.

(c) Interior wiring controlled by outside switch

with red pilot light. Wiring should be in conduit preferably exposed,

and there should be no pendant or extension cord

within the vault. Care should be taken to make vault lighting

adequate. Otherwise matches or other hazardous

forms of illumination are likely to be used. HEATING

Ordinarily vaults require no heating. Where

steam coils are used, a hazard is invariably intro- duced. Open-flame heaters, electrical heaters, etc. should not be employed.

VENTILATION Many examples of hazards introduced into vaults by ventilating systems are found. Openings are cut through walls to permit of ventilation. Fans are

installed, usually supplied by makeshift wiring.

It is possible to install mechanical ventilation, either drawing through or discharging through

doorway, and not necessitating additional wall openings. Increase in height of door will be desir- able when this is done, and any such system should be so arranged that electric power supply to any

apparatus within the vaults will be cut off when

doors are closed. Ducts passing through walls, even though pro- tected by doors or shutters, create an additional hazard. HOUSEKEEPING

General cleanliness should be of the highest type.

Foreign materials should not be kept in vaults. This has been emphasized by finding in vaults such

things as gasoline, kerosene, lubricating oils, oily rags, nitrocellulose moving-picture and X-ray films, and the film mounts used by dentists, turpentine,

reserve supply of matches, etc. Smoking inside vaults should be positively for- bidden. No refinishing of any sort should be done inside

vaults, since this means the presence of common and

special hazards incidental to refinishing work. Special emphasis should be laid upon the undesirabihty

of any refinishing by means of spraying now so commonly used.TELEPHONE AND ALARM Where possible telephone connections should be

installed inside the vault or alarm bells should be arranged so that a person locked inside the vault can

ring an alarm on the outside. Alarm bells have also been successfully arranged

that ring inside when the door is about to be closed, a second switch on the outside door or the other half

of a double inside door shutting off the bell. Underwriters' laboratories, supplementary stand- ard for hollow concrete building units, 1929. See 516.4. page 321. United States Department of Commerce, Bureau

of Standards, Simplified Practice Recommendation

No. 32, for concrete building units, June 1, 1925. See 516.4, page 323. United States Department of Commerce, Bureau

of Standards, Simplified Practice Recommendation

No. 38, for sand-lime brick. See 513, page 258,

518.6 DRAINAGE STRUCTURES. (See also 531 and 534.21.)

518.80 General Items.

American Society for Testing Materials, standard

definitions of terms relating to sewer pipe, serial designation: C8-24, 1924. FORCES ACTING UPON SEWER PIPE

External forces.—Forces resulting from pressures

or impact acting from the outside upon the pipe. Internal forces.—Forces resulting from interior

fluid pressure. Abrasion.—Wearing away of surface material

by friction. RAW MATERIALS

Physical properties.—Those sensible properties of raw materials, which in their combinations affect the manufacture and use of the product.

Chemical properties.—Those properties resulting

from combinations of elements in the raw materials which in their composition affect the manufacture

and use of the product.

Clay.—An earthy or stony mineral aggregate

consisting essentially of hydrous silicates of alumina,

plastic when sufficiently pulverized and wetted,

rigid when dry, and vitreous when burned at a

sufficiently high temperature.

Surface clay.—An unconsolidated, unstratified

clay, occurring on the surface. Fire clay.—A. sedimentary clay of low-flux content.

Note.—It is usually associated with coal measures. Shale.—A thinly stratified, consolidated sedi- mentary clay with well-marked cleavage parallel to the bedding. PIPE

(a) Sewer pipe.—Separate pipe suitable for the conveyance of domestic and industrial sewage and

storm water and capable of being properly joined to form a conduit. Clay pipe.—Made from red burning plastic clay

devoid of fissile structure. Maturing temperature

about 1,170° C. Vitrification not ordinarily pro- duced, and salt glazing not always effective. Fire-clay pipe.—Made from buff, gray, or reddish burning fire clay showing conchoidal structure. Maturing temperature about 1,250° C. Complete

stony vitrification may be produced, but an absorption lower than 3 per cent is not general, not desirable for maximum strength. Shale pipe.—Made from red burning hard clay

with a distinct fissile structure. Vitrification at from 1,050° to 1,250° C, and salt glazing successful only at highest temperature.

Cement-concrete pipe.—Pipe formed by consolidat- ing in a mold a mixture of Portland cement, water,

sand, stone, or other hard material, and permitting

it to harden by natural process prior to handling

and use. Special.—A pipe other than a straight pipe. Branch.—A pipe attached to and diverging from

the barrel of another pipe, such as Y branches, T

branches, etc.

(b) Demands upon sevxr pipes.—Requirements of qualities which are desirable and attainable under

conditions of actual practice.

PARTS OF SEWER PIPE

Barrel or shell.—Main body of a pipe, exclusive of

differently formed ends. Ends.—Those parts of a pipe which terminate it and are so formed as to permit of making a proper

joint. Beveled end.—End surfaces of pipes inclined at an

angle with the pipe axis so formed that the end of

100925°—30 29 439
518.60 STANDARDS AND SPECIFICATIONS FOE NONMETALLIC MINERALS

one pipe can enter the end of the adjoining pipe with a close fit. Hub or bell.—That end of a pipe which is suffi- ciently enlarged for a short distance to receive and in- close the spigot end of the adjoining pipe, to form a

joint.

Spigot.—That end of a pipe which enters and is formed to fit the hub or bell of the adjoining pipe;

it is sometimes scored or has a head.

Butt.—Plain end of a pipe sometimes scored on

the outside, to close up against a similar end of an

adjoining pipe for the purpose of forming a joint, the two ends being surrounded and covered by a collar. Collar.—A flat band to surround and cover a butt

joint. Base, form of.—Shape of that part of a pipe which

rests upon a foundation.JOINTS

Beveled.—Formed by joining pipes with beveled ends and applying the jointing material. Hub and spigot.—Formed by inserting the spigot

end of one pipe into the hub of another and applying

the jointing material. Butt and collar.—Formed by abutting the butt ends of two adjacent pipes and, after applying

the jointing material, surrounding the joint with

a collar. Jointing materials.—The materials which are

inserted between the ends of adjoining pipes for the purpose of forming a continuous closed conduit.

Elasticity of joints.—Ability of jointed pipes to

resist strains caused by bending and returning to

original position.

FINISHED PRODUCT

(A) MATERIAL

Durability.—Resistance to disintegration or deterioration.

Serviceability.-—Ability to readily and effectively render satisfactory service. Thickness.—Distance between outside and inside

surfaces.

Strength.—Ability to resist physical forces imposed

during handling and after pipe has been put in use. Toughness.—Relative degree of resistance to impact without fracture as opposed to brittleness. Hardness.—Intensity of molecular cohesion as measured by resistance to penetration by a standard

tool.Smoothness.—Evenness of surface without projections or irregularities.

Vitrification.—The consolidation of material under

high heat. Shrinkage.—-Diminution of dimensions and mass

of the material.

Porosity.—Ratio of the volume of interstices of the material to the volume of its mass.

Percolation.—Passage of water through the

interstices of the material.

(B) COVEEING

Coating.—A covering of other materials applied

in liquid form.

Glazing.—Hard glassy surface covering.

Salt glazing.—Glazing produced by application

of salt during vitrification. Lining.—A covering of other material applied in

solid form to inside surfaces. Waterproofing.—Materials resistant to penetration by water.

(C) DEFECTS

Warp.—Twisted out of normal shape.

Fracture.—Rupture of the material by a break

through its entire thickness.

Crack.—Fissure or open seam not necessarily

extending through body of material. Fire crack.—A crack resulting from lack of uni- formity in shrinkage after the application of excessive heat. Hair crack.—Irregularly running, fine, narrow

crevice or fissure at the surface of a pipe not penetrating deeply and caused by a shrinkage of material during manufacture.

Blister.-—Convex hollow prominence formed by

separation and raising of a film in the process of burning.

Leakage.—Passage of water contrary to intention. Lamination.—Division of material into thin layers

or sheets. IDENTIFICATION

Marking and imprints.—Impressions made upon

pipe at the place and time of manufacture for the purpose of identification. American Society for Testing Materials, tentative

specifications for required safe crushing strengths of sewer pipe to carry loads from ditch filling, serial designation C15-17T, 1917. The following table gives required safe crushing

strengths per linear foot of pipe, to carry loads from

ditch-filling materials only when pipe is laid in accordance with Recommended Practice for Laying

Sewer Pipe, A. S. T. M. D12 (see 1927 book of standards, Part II, p. 210), for sand and for thor- oughly wet clay ditch-filling materials. In the

preparation of this table a safety factor of 1% has

been used, which has been found necessary to prevent cracking from the loads of ditch filling. 77 Ordinary pipe laying is pipe laying in accordance

with customary good practice in pipe-sewer construction, whereby the underside of the pipe is well bedded on soil for 60° to 90° of the circumference.

First-class pipe laying is pipe laying in accordance

with the best customary practice in pipe-sewer

construction, whereby the entire underside of the

pipe is very thoroughly bedded on soil and the entire pipe is surrounded by well-compacted soil, under the

direction of an inspector constantly present on the work.

Safe crushing strengths of sewer pipe to carry loads from ditch filling for ordinary sand and for thor- oughly wet clay ditch-filling materials (for ordinary

pipe-laying methods)

[Strength in pounds per linear foot]

Height of

fill above

top of pipe,

in feet

2

4

6

8

10

12

14

161820

2224... -

26

2830Very great

.

Breadth of ditch a little below top of pipe

1 foot 2 feet 3 feet 4 feet 5 feet

Ditch-filling material

w

615

1, 055

1, 370

1, 600

1, 765

1,965

2,025 2,070

2,100

635

1, 125

1, 500

970

1,74, 2,370

1, 790 2, 875

2, 015 3, 275

2, 185 3, 600

2, 320 3, 855

2,425

2,505

2,565

4, 065

4, 230

4, 365

2, 125 2, 610 4, 470

2, 140:2, 645 4, 560

2, 150|2, 675 4, 630

2, 160 2, 695 4, 685

2, 165|2, 715 4, 725

2, 180 2, 770 4, 910

990

1, 825

2, 525

3, 115

3, 610

4,030

4, 380

4, 675

4, 920

5, 130

5, 305

5, 455

5, 575

5,5, 765

6, 230

1,330

2, 455

3, 405

4, 215 4,900

5,485

5, 975

6, 395

fi, 750 7,050

7,305

7, 525 7,705

7, 860

7, 990

8, 725

O

1, 350 2,535

3, 575 4,495

5,295

6,000

6, 620

7, 165

7, 630 8,060

8, 425

8, 750 9,035

9, 280

9, 500

11, 075

1,690

3, 165 4,460

5, 595 6,590

7,460

8,225

8,890

9,480

9, 995

10,445 10,840

11, 185 11,490

11, 755

13, 635

1, 710 3,250

4,640

5,890

7,020

8, 035

8, 950

9, 775

10, 520

11, 190

11, 795

12, 340

12, 830

13, 270

13, 670

17, 305

n Prepared from the Standard Specifications for Drain Tiles A. S. T. M. C4. (See 534.21, p. 608.)

440
STOXE, SAXD, AND CEMEXTITIOUS MATERIALS 518.63

When pipes are laid in a concrete or other permanent masonry cradle, strong enough to carry the

entire load to the subbase without breaking and

large enough to prevent material settlement, the standard strengths for all dimensions of ditches and

all filling materials shall be those specified for stand- ard sewer pipe.

National Paving Brick Manufacturers' Association,

recommended specifications, underdrainage and

ehmination of water, 1924. Location.—Tile and broken stone drains shall be

provided of such size and in such location as shown

on the plans for the improvement accompanying

these specifications.

Quality.—The drain tile or vitrified pipe as called for on the plans shall be hard burned to insure against disintegration or crumbling, reasonably

smooth on the inside and free from cracks, warps, and imperfections that would appreciably decrease

its strength or service. Size.—The minimum length of such pipe shall be

12 inches and minimum diameter 4 inches. Tile or pipe drains.—The tile or pipe shall be

laid true to line and grade with close joints and

shall rest on a solid bed throughout its length. The

tile or pipe shall be covered as laid with gravel,

broken stone, or crushed slag, placed around and

above it to a height of at least 1 foot above the tile or pipe. The back fill above the stone, gravel, or slag filling shall be of suitable earth tamped in place

in layers not exceeding 4 inches in thickness. Lateral and surface connections shall be made

with suitable specials. The drains shall have suit- able and frequent inlets and outlets designed and

protected as shown on plans. Stone drains.—In stone drains the trench shall be

excavated to the dimensions shown on the plans, finished to the given line and grade and be uniform

in surface and tamped if necessary. The bottom

course, from S inches to 10 inches in depth, shall be

of sound, hard, and durable stone, gravel, or slag

varying in size from that which will pass through a revolving screen having holes 2J^ inches in diameter

to that which will pass through a revolving screen having holes 5 inches in diameter. It shall be placed

so as to give maximum voids. The top course of stone, slag, or gravel, all of which will pass through a screen having holes from % inch to 2^2 inches in diameter, shall then be placed over the bottom course to fill the trench to a total depth of at least 12 inches. Above this the earth filling shall be placed as heretofore specified and suitable outlets provided. Stone underbedding or subbase.—Where the plans

call for a layer or course of broken stone, gravel, or slag to be spread under the entire area of the road

for acceleration of drainage and to prevent water

entering the upper structure of the road, the stone

or other material shall be sufficiently large and

uneven to contain air volume that will prevent

capillary movement of moisture. Sufficient fine material shall be overlaid to prevent filtration of any

superstructure material, and artificially placed over

it. This layer shall be thoroughly compacted before any superstructure material is placed upon it. 518.61 Culverts. (See also 518.4.)

American Association of State Highway Officials, standard specifications for highway bridges and inci- dental structures, 1928. MONOLITHIC CONCRETE CULVERTS

(This specification consists largely of construction requirements, with the following specifications for

classes of concrete:) Unless otherwise specified, all reinforced concrete | culverts shall be of class A concrete except the foot- |

ings, which may be of either class A or class B concrete as specified.

Gravity sections used for wings and culvert barrel walls shall be of either class A or class B concrete as

specified. Xote.—For definitions of the various classes of concrete mentioned

above, see 516.3, page 301. American Association of State Highway

Officials, specification for "Concrete Masonry." American Railway Engineering Association, specifications for stone masonrv.

See 518.89, page 478. 518.62 Drains.

American Concrete Institute, standard specifica- tions for concrete drain tile, serial designation

P-7B-25, 1925. See 534.21, page 608. American Railway Engineering Association, specifications for buildings for railway purposes. SEWERS AND DRAINAGE, 1926

See 518.67, page 453. American Society for Testing Materials, standard

specifications for drain tile, serial designation

C4-24, 1924. See 534.21, page 608. 518.63 Curbs.

American Concrete Institute, tentative specifica- tions for concrete curb and concrete curb and gutter,

serial designation S-6E-27T, 1927. GENERAL

The curb, or combined curb and gutter shall be

constructed of Portland cement concrete in accord- ance with these specifications and shall comply with

the requirements and dimensions shown on the plans.

Preparation.—The excavation for curbs shall be

of sufficient width and depth as to permit the proper

placing of forms, tile where necessary, and the

required thickness of foundation.

All soft and spongy materials shall be removed and

all depressions filled with suitable material which

shall be thoroughly compacted in layers not exceeding 4 inches in thickness. While compacting the

subbase, the material shall be kept thoroughly wet and shall be in that condition when the concrete is deposited.

Drainage.—When required, a suitable drainage

system shall be installed and connected with sewers

or other drains indicated by the engineer. The size and requirements for drain tile shall be as shown on

the plans or as specified by the engineer.

MATERIALS

The cement used shall be a standard brand of Portland cement, and shall meet the requirements of the American Society for Testing Materials, C9

(See 516.11, p. 294.) Fine aggregate.—Fine aggregate shall consist of natural sand, or when the engineer so directs, stone

screenings, slag, sand, tailings, chatts, or other inert materials with similar characteristics, or a combination thereof, having clean, hard, strong, durable,

uncoated grains. When incorporated in the mixture, fine aggregate shall be free from frost, frozen lumps, injurious amounts of dust, mica, soft or

flaky particles, shale, alkali, organic matter, loam

or other deleterious substances. It shall be uni- formly graded between the % inch and 100-mesh

sieves. Not more than 25 per cent of the material

shall pass a 50-mesh sieve, and not more than 3 per

cent of dry material, by weight, shall pass a 100- mesh sieve. Coarse aggregate.—Coarse aggregate shall consist

of crushed rock, pebbles (gravel), chatts or tailings,

441
518.63 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

or a combination of these materials. The particles

shall be clean, hard, tough, durable material, free from vegetable or other deleterious substances, and

shall contain no soft, flat, or elongated pieces. The

coarse aggregate shall be uniformly graded from

fine to coarse with 100 per cent passing the 1%-inch

sieve and not more than 5 per cent passing the

J4-inch sieve.

If blast-furnace slag is used for coarse aggregate,

it shall be air-cooled and exposed to the weather for a period of at least six months prior to use. It shall contain not more than 2 per cent of sulphur and

dried slag when shaken to refusal shall have a weight

Forms—All forms shall be of metal, straight,

free from warp, and of sufficient strength to remain

in alignment and sustain the pressure of the concrete. Forms must be kept clean, oiled or greased,

and in good condition. Division plates shall be of >£-inch steel, oiled and

cleaned each time prior to use. CONSTRUCTION

Separate curb dimensions.—The cross section for a separate curb shall be similar to that shown in Figure 129.

•joint Filler- s Joint Filler

"TT USE ONLY FOR STREETS OF

I g" WIDTHS GREATER THAN

50'

U-— —_J Figure 129.

Cross section for a separate curb

of not less than 70 lbs. /ft.3 In general, slag shall conform to the specifications for "coarse aggregate. " (See 512.13, p. 237.) Natural mixed aggregates.—Natural mixed, or pit-run aggregates shall not be used as they come

from the pit, but shall be screened and remixed to agree with the proportions specified. In any case, the quality and grading of the fine and coarse aggregates separated by screening, shall be at least equivalent to that specified in the foregoing para- graphs for fine and coarse aggregates.78 Mixing uiater.—The mixing water used shall be

clean and free from injurious amounts of oil, acid,

alkali, or vegetable matter. Ordinarily any

potable water will meet these requirements.

The back shall be straight and perpendicular and

the street side shall have a batter of approximately

1 to 4. The thickness at the base shall be not less than 12 inches and not more than 6 inches at the

top.Combined curb and gutter dimensions.—The cross section of a combined curb and gutter shall be similar to that shown in Figure 130. The top of the curb shall be 6 inches above the

gutter line, but this design may be varied according

to the locality and drainage facilities. The combined curb and gutter shall be divided

into sections not more than 10 feet long. The construction joint must insure complete separation of the sections. --Expansion Joint

V^-*Wfy : «\ ^7 ' Construction Joint

AT edge- js-?iL%\ ' —* 1 Figure 130.

Cross section of a combined curb and gutter

Coloring.—If artificial coloring is used in the

concrete curb it shall consist only of permanent

mineral oxides that are fully guaranteed by the manufacturer to be unaffected by lime, cement, or weathering.

Joint filler.—The material for filling joints in concrete curbs and gutters shall be a premolded

bituminous mastic or suitable waterproof compound

that will not become soft and run out in hot weather

nor become hard and brittle and chip out in cold weather.

7e In many cases it will be necessary for the engineer to specify the

sizes, grading, and quality of coarse aggregate in accordance with

local conditions. In every case the engineer should provide specifi- cations which will insure the use of the best coarse aggregate which is economically available.

At street intersections where two curbs meet

the corner shall be rounded to a radius of not less than 20 feet. Expansion joints.—Expansion joints shall be

required at each curb return, and at such intervals as defined by the engineer or as shown on the plans. Unless otherwise designated on the plans the expansion joint shall be one-half inch in thickness and of a material as defined in these specifications under

materials, joint filler. Proportions.—The proportions of aggregate to cement shall be such as to produce concrete that can be puddled readily into the corners and angles

of the form without excessive spading and without

undue accumulation of water or laitance on the surface. The proportion of fine and coarse aggregates

442
STONE, SAND, AXD CEMEXTITIOUS MATERIALS 518.63

shall be such that the ratio of the coarse to the fine shall not be less than 1 nor more than 2, nor shall the amount of coarse material be such as to produce

harshness in placing or honeycombing. Proportions

approximating a 1:2:3 mix are recommended.

Measuring materials.—The method of measuring

materials, including water, shall be one which will insure separate accurate proportions at all times. A bag of Portland cement (94 pounds net) shall be

considered as 1 cubic foot. Machine mixing.—The concrete shall be mixed in a batch mixer of such capacity that only whole

bags of cement are used in each batch. It shall be a type approved by the engineer.

Mixing shall continue for at least 1 minute, but

preferably minutes after all materials, including

water, are placed in the drum, and before any part

of the batch is discharged.

Hand mixing.—Mixing by hand shall only be per- mitted on jobs that are too small to justify the use

of a machine miser. When it is necessary to mix

by hand, the mixing shall be done on a water-tight

platform and the materials shall be turned at least three times and until the mass is a uniform color and

all the particles coated with a cement mortar.

Central mixing.—The use of central mixing plants,

and the transportation of mixed concrete is per- mitted under these specifications, provided there is no segregation of the mixed concrete when it is delivered at the point where it is to be deposited.

The concrete must be of a workable consistency

when placed. Under no circumstances shall concrete, mixed at a central plant, be deposited directly into the forms, but shall be rehandled from a platform, sled, trough, or other suitable device which

can travel alongside the curb forms. Retempering.—Concrete which has partially set

shall not be retempered by being mixed with additional materials or water.

Consistency.—The concrete mixture shall contain no more water than is necessary to produce a workable mass which can be brought to a satisfactory

finish. The amount of water used shall not exceed 6% gallons per sack of cement.

Placing.—After mixing, the concrete shall be

placed in the forms in separate layers 4 or 5 inches

thick until the forms are completely filled. Each

layer shall be thoroughly tamped and spaded before the next is added. Particular attention shall be

given to spading the concrete close to the forms in order to prevent honeycombing and so that the exposed surface may have a smooth uniform

appearance. When the forms are completely filled the concrete

shall be struck off with a templet cut to the desired curb design. The concrete shall then be finished with a wooden float, in a manner which will thor- oughly compact the mass and leave a true even surface. When required, the surface may be troweled smooth, but excessive working with a steel trowel should be avoided. The upper edges of the curb

shall be rounded with an edging tool. The forms shall be removed within 24 hours after the concrete has been placed and minor defects

filled with mortar composed of 1 part of Portland cement and 2 parts of fine aggregate. The front or face forms shall be removed within 12 hours after concrete has been placed, and the top and face of the curbing, from the top to 8 inches below shall be

finished while the concrete is still green by frequently

wetting a soft brick or a wood block and rubbing

the surface until it is smooth. Within 24 hours the curbing shall be rubbed once more with a block and

water as before to produce a smooth surface. Brush

finishing or plastering shall not be permitted on the top or the face of the curbing. Ail separator joints

shall be opened from top to bottom, the edges

adjacent to the joint being sharp and clean cut. Curing and protection.—The concrete curb shall be kept wet for seven days after placing. It may be

covered with wet earth, or burlap, hay or straw, and

kept moist by intermittent sprinkling.

During the curing period the curb shall be protected from injury by proper warning signs and

barricades. Concrete shall not be mixed nor deposited when

the temperature is below freezing, except under such

conditions as the engineer may direct in writing.

If, at any time during the progress of the work, the temperature is, or in the opinion of the engineer will, within 24 hours, drop to 38° F. the water and aggregates shall be heated, and precautions taken to protect the concrete from freezing until at least 10

da}-s old. In no case shall concrete be deposited

upon a frozen subgrade, nor shall frozen materials be used in the concrete. American Society for Municipal Improvements,

standard specifications for curbs, 1927. THE TEST FOE QUALIFICATIONS OF CURBSTONE

If a test is desired it shall be provided for in the

local specifications.

1. Abrasion.—The loss by abrasion shall be deter- mined by the "rattler test."" (See A. S. T. M. C7-29T,

534.11, p. 577.) The rattler, abrasive charge, the test and record

shall be as described therein. Four blocks of the

material to be tested shall be axed or hammered to about 5 by 6 by 10 inches and dried (these four

blocks will weigh from 110 to 120 pounds, approximating the weight of 10 brick). For the present a loss of 12 per cent by abrasion

will be permissible.

If made through the "Deval abrasion test" as described in A. S. T. M. D2 (see 510 p. 182) a coeffi- cient of wear of 7 is permissible.

2. Absorption.—The dry blocks shall be weighed,

then immersed in water for 48 hours, drained off for

five minutes and then weighed. The increase in weight is the absorption and should not exceed 2)4 per

cent. SETTING CURB

3. Grading.—Curb shall not be set until the rough

grade has been prepared and rolled, if the latter is specified.

4. Temperature.—Curb shall not be laid in concrete when there is indication of freezing. If overtaken

by temperature falling to 35° F., the concrete in place shall be covered with dirt from the street or otherwise protected as the engineer directs. FOR SETTING CURB IN CONCRETE

5. Curb trench.—The curb trench should be 18

inches wide, 6 inches in front of the curb, and 12 inches back from face of curb. It should be at least 22

inches deep. If the back of the trench suggests

caving in, it should be held with planks, so as to insure the full width of concrete throughout its depth, with square shoulder at the top.

6. Concrete.—Shall be made with Portland cement,

aggregates, and water, conforming to those specified

for paving base, except that the coarse aggregate should pass a 1-inch mesh. These are mixed in the proportion of 1 part of cement to 3 of fine and 7 of the coarse aggregate.

Should a gravel carrying adequate sand be used, the engineer shall specify the more exact proportions

according to run of material and the details for mixing.

443
518.63 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

The concrete shall be spread in the bed not more

than 10 feet in advance of placing the curb. As soon as the curb is bedded to its true line and

grade, the trench should be filled with the concrete

in front of the curb to the bottom of the paving

base and back to the curb to within 6 inches of the top of the curb. A light tamping or spading is advisable, but the curb must not be disturbed. The remainder of the trench back of the curb

shall be filled with dirt from the street or with a

specified material.

7. Drain tile.—If drain tile is required, the bottom

of the trench should be 36 inches below the top of the curb, and at least 6 inches wide. The tile should be a commercial size, not less than 3 or 4 inches inside diameter. It shall be laid to line and grade and connected by vitrified tile, closed joint, to sewers or catch basins. If outlet

is available it is best to make these connections

about 300 feet apart. The tile shall be covered with screened gravel or broken stone, none of which

shall pass a J^-inch screen (the coarse aggregate for concrete may be used). This covering shall be

carried up to the bottom of the curb trench, thus

it will be 14 inches deep.

8. // not set in concrete.—If the curb is not set in concrete, the trench and drain tile should be as above.

9. Drain tile not used.—If, however, drain tile is not required, the curb trench may be of such depth

and may be drained off as local conditions suggest.

Note—In the trench described above about 1.3 to 1.5 cubic feet of concrete will be required for 1 linear foot of curb. DRESSING OR CUTTING

10. The face shall be dressed to vary not more

than ji inch from a plane surface, for a depth of 12 inches from the top. The remainder of the face

shall be free from projections of more than y% inch. The back shall likewise be dressed parallel to the

face for a depth of 1 inch from the top. The remainder of the back shall be free from projections of more than 1 inch. The top shall likewise be dressed having a bevel

or rise of }i inch from face to back of curb. The ends shall likewise be dressed at right angles

to the face and top to vary not more than % inch from a plane surface for a depth of 12 inches from

the top.

11. Circular curb for round corners and closures should meet the above except as to length.

12. Bull nose or round edge curb are regarded as

special features and entail extra cutting to meet

local practice.

13. Headers or protection curb shall be dressed

to a plane surface on top, ends cut at right angles

to the face and top to a %-inch joint for a depth

of 8 inches. Note.—Except for special purposes the standard methods of dressing or cutting as employed for the several kinds of stone are regarded as acceptable. Unnecessary cost is incurred by specifying a particular method. GRANITE CURB

The curb shall be straight split, medium grained,

of uniform texture and color, free from seams,

excess of mica and disintegration.

14. If set in concrete the following dimensions

are recommended:

The granite splits more readily into shapes where

the depth is three times the width:

Length not less than 4 feet. Top width, 5 inches or as required, having in mind

the quarrying proportion of one-third the depth.

Bottom width should be not less than 3 inches rough squared.

Depth.—For not less than three-fourths of the

length, the depth should be 16 inches for a curb 5 inches wide.

15. If not set in concrete a special depth up to 20

or 26 inches may be required.

HARD SANDSTONE

16. The curb shall be of best quality hard

sandstone, uniform color, free from seams and

laminations.

17. If set in concrete the following dimensions

are recommended:

Length not less than 36 inches nor more than 42

inches. Top width

; 4, 5, or 6 inches, as required.

Bottom width should be not less than one-half the width specified for the top. Depth.—For not less than three-fourths of the

length, the depth should be 16 or 18 inches for the

5 or 6 inch width, respectively.

18. If not set in concrete a special depth up to 20

or 25 inches may be required.

BLUESTONE AND LIMESTONE

19. Same as for hard sandstone, except that the length may be from 36 to 48 inches. SOFT SANDSTONE AND LIMESTONE

20. Soft sandstone and limestone.—As the softer stone are often machine cut or sawed, the dimensions

need not be limited by strata or natural cleavage,

but for handling and laying they should, if set in concrete, have a length not less than 4 feet nor more

than 6 feet. Top width 5 or 6 inches. Bottom

width not less than top. Top width, 5 or 6 inches. Bottom width, same as top. Depth.—For a length not less than three-fourths

of the top length, the depth should be 16 or 18 inches

for a 5 or 6 inch width, respectively.

If not set in concrete a depth up to 24 inches may

be required.

21. Header or protection curb should have a depth

of 12 to 14 inches, a width not less than 4 inches, and

length not less than 24 inches.

It shall be set in a concrete bed 6 inches deep and

18 inches wide and backed with concrete to within

8 inches of its top on the paving side and flush with

the top on the unpaved or exposed side. SPECIFICATIONS FOR CONCRETE CURB

22. Dimensions.—Standard cross section for straight curb shall be not less than 6 inches at top, 8 inches at bottom, and 18 inches in depth. The

top corner on face of curb shall be rounded to a

radius of 1 inch.

23. Proportions.—The curb shall be made of Portland cement concrete in either*of the following

proportions: 1 part (by volume) of Portland cement

to 3 parts (by volume) of mixed aggregate, or 1 part Portland cement to 2 parts fine aggregate to 4 parts

coarse aggregate.

MATERIALS

24. The cement shall meet the requirements of the

current standard specifications for Portland cement

of the American Society for Testing Materials. (See

516.11, p. 287.)

25. Mixed aggregate shall consist of natural sand,

gravel, or screenings from hard, tough, crushed rock

or gravel, consisting of quartz grains or other hard

material, clean and free from any surface film or coating and graded from fine to coarse, the latter

444
stone, sand, and cementitious materials 518.63

particles predominating. Mixed aggregate, when

dry, shall pass a screen having %-inch circular openings; not more than 20 per cent shall pass a

sieve having 50 meshes per linear inch, and not more

than 5 per cent shall pass a sieve having 100 meshes

per linear inch. It shall not contain injurious

vegetable or other organic matter as determined by

the colorimetric test nor more than 5 per cent, by

volume, of clay or loam. That portion of the mixed aggregate which passes the lO-mesh-per-linear-inth screen shall be of such

quality that the mortar composed of 1 part Portland cement and 3 parts aggregate to be tested, by

weight, when made into briquets or cylinders, shall show tensile and compressive strength, at 7 and 28

days, at least equal to the strength of briquets or

cylinders composed of 1 part of the same cement and

3 parts standard Ottawa sand by weight. The

percentage of water used in making the test speci- mens of cement and aggregate to be tested shall be

such as to produce a mortar of the same consistency

as that of the Ottawa sand test specimens of standard

consistency. In other respects all briquets or cylin- ders shall be made in accordance with the methods of testing cement recommended bv the American Society

for Testing Materials. (See C9, 516.11,p. 294.)

23. Fine aggregate shall consist of natural sand or screenings from hard, tough, crushed rock or gravel

consisting of quartz grains or other hard materials, clean and free from any surface film or coating and

grading from fine to coarse, the latter particles

predominating. Fine aggregate shall meet all the requirements for mixed aggregate, except as to size, which are as follows: All of it shall pass a screen having four meshes to the linear inch; not more than

25 per cent shall pass a sieve having 50 meshes per

linear inch and not more than 5 per cent shall pass a

sieve having 100 meshes per linear inch.

27. Coarse aggregate shall consist of clean, durable, crushed rock or pebbles, graded in size, free from

vegetable or other organic matter, and shall contain no soft, flat, or elongated particles. The size of the aggregate shall range from that passing through a %-inch circular opening to not more than 5 per cent passing a screen having four meshes per linear inch,

and no intermediate sizes shall be removed.

MEASURING AND MIXING

28. Requirements same as for concrete sidewalks

(see 516.5, p. 324) with following additional:

29. Consistency.—The materials shall be mixed

wet enough to produce a concrete of consistency that will flush readily under slight tamping, but

which can be handled without causing a separation

of the coarse aggregate from the mortar. FORMS

30. Forms for concrete curb shall be made of substantial materials, preferably steel forms. They

shall be braced or staked so as to insure perfect

alignment and grade. If the curb is precast; that

is, not molded in place, the forms, preferably steel, shall be so constructed that they will permit uniform

spacing and finish as herein specified.

FINISH

31. After pouring concrete into the forms it shall be puddled and spaded so as to insure a thorough

mixture, eliminate air pockets, and create uniform

and smooth sides. Before the concrete has thoroughly set, and while

the concrete is still green, the forms shall be removed

and the front and top sides shall be finished with a

float or steel trowel to make a uniform finished

surface.

ROUNDING CORNERS

32. Wherever corners are to be rounded, special

steel trowels shall be used while the concrete is workable and the corners constructed to the dimensions

herein specified. 33. For combined curb and gutter the top and side

of curb and gutter may be finished by the use of a

special-shaped trowel or curb-and-gutter machine

which will shape the entire upper surfaces in accord- ance with the dimensions and shape specified. This

trowel shall be used immediately upon removing the

front form of the curb and while the concrete is still workable but firm enough to stand up. PROTECTION

Requirements same as sections 27, 28, and 29 of

specifications for concrete sidewalks. (See 516.5,

p. 324.) JOINTS

34. All curb shall be cut clear through so it will consist of sections about 6 feet long. These shall be

cut by the use of steel templates where the curb is cast in place.

35. Expansion joints.—Shall be placed between

sections of curb at intervals of 50 feet. These joints

shall be filled with premolded bituminous material which will meet the requirements of A. S. M. I. specifications for coal-tar pitch filler or asphalt filler. These joints shall be one-half inch in thickness. At street intersections, where the straight curb meets the curbed section of curb, similar expansion

joints shall be placed.

COMBINED CURB AND GUTTER

36. Dimensions.—The standard cross section of combined curb and gutter shall be as follows: Total

width at base, 24 inches; thickness of gutter slab, 6

inches; thickness at top of curb, 5 inches; thickness

of curb at gutter line, 6 inches; height of curb above

gutter, 6 inches. The front face of the curb will have

a batter of 1 inch from bottom to top and the top

corner of curb face will be roughened to 1-inch radius, while the intersection of curb and gutter shall be rounded to lj^-inch radius. The top of the gutter

slab at the street edge shall be 5 inches below the top of the curb.

37. Proportion, materials, forms, measurements,

mixing, consistency, finish, construction, protection,

joints, expansion joints, etc., shall be in accordance

with the specification herein given for concrete curb. PREMOLDED REINFORCED-CONCRETE CURB

38. Reinforced concrete curb, premolded, of the

materials and dimensions shown on the plans, shall be manufactured in standard lengths of 6 feet by

the method hereinafter specified, or some method

equally good.

39. Forms.—Collapsible forms shall be used which

may be designed to cast a series of units. Ends must

be square with top and sides. Of the two faces which are to be exposed after laying, one or both shall be cast against a steel form.

If only one is cast against a steel form the other shall be trowel dressed. The above-mentioned forms shall have fastened to them by means of bolts not more than 3 feet apart, a metal corner bar. This bar must be correctly placed

so that its rounded portion makes a smooth con- nection with the top and face surfaces.

40. Concrete for curb.—The concrete in curb manufacture shall contain for each sack of cement 2 cubic

feet of dry sand and 3 cubic feet of washed gravel or crushed stone, screened so that all pieces shall pass

445
518.63 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

a % inch ring and 95 per cent of the gravel or stone

shall be retained on a J^-inch ring- It shall be machine-mixed by batches, each

batch being revolved for at least three minutes

after the last ingredient has been placed in the drum.

41. Consistency.—Concrete shall be of such consist- ency that it may be placed without excessive ramming, but the use of excess water in order to secure a

flowing concrete will not be permitted. The consistency required is that generally described as creamy. The amount of water to be used in mixing

will be determined from time to time by the engineer,

and when once determined shall be used for each

batch until further notice. This uniformity shall be secured by measuring the water in the water tank on the mixer, which tank shall be equipped with a gauge glass graduated to gallons and quarters.

42. Withdrawal of a mixed batch.—Under no cir- cumstances will a mixed batch or any part thereof be removed from the drum during the process of placing the succeeding batch in the drum.

43. Finish.—The concrete shall be poured and manipulated in such a manner that the top and face of the curb shall have plane surfaces, showing no coarse aggregate or pockets. Care must be taken not to

to disturb the corner bar. As the forms are removed, and while the concrete

is green, the top and 10 inches of the face shall be

rubbed down with a plane wood block.

44. Protection.—While curing, the curb shall be

protected from direct rays of the sun and shall be

kept moist for at least 10 days before placing in curb

trench.

45. Closures.—Special: Cutting of concrete curbstones will in no case be permitted. Short lengths

for final closures, which are to permit of special locations of drop curbs, shall be made to dimension

for the particular purpose, either separately, as in the case of standard lengths, or may be cast in place

in the street after the other curb has been set and

concreted. Asphalt Association, specification C—3, for shoulders, headers, curbs, and gutters (tentative),

September 1, 1920. (The full text of the specification includes methods

of construction and the following specifications for materials :) Section 1. General description.—(a) The sur- face course shall be protected at the sides by shoulders, headers, curbs, or gutters of the type shown on

the plans and covered by these specifications and

shall conform to the dimensions and grades shown

on the plans.

(b) All materials shall conform to the require- ments of these specifications and to the plans.

MATERIALS

Sec. 2. Gravel for shoulders.—Gravel shall be

composed of hard, durable rock, together with sand

and clay or other binding material, and shall be free from an excess of thin or elongated pieces. When

tested by means of laboratory screens it shall meet

the following requirements:

Per cent Passing 2J4-inch screen, not less than 95 Total retained on M-inch screen 50-75 The material retained on the 54-inch screen shall meet the following requirements:

Per cent Ketained on 1-inch screen... 25-75 Sec. 3. Broken stone, mine tailings, or broken

slag for shoulders.—Broken stone, mine tailings, or broken slag for shoulders shall be composed of sound, durable particles. It shall be of reasonably

uniform quality throughout and free from an excess

of flat or elongated pieces. It shall consist of coarse

aggregate, and fine aggregate or screenings as required in sections 11 or 12 as the case may be; which when tested by means of laboratory screens

shall meet, respectively, the following requirements

and be uniformly graded between the limits given:

Size Name

Per cent passing screen

a

aBao

a

i:

§ s

aX

\M to 2H inches. . H to 3A inch Coarse aggregate.

.

Fine aggregate

95-100 0-15 95-100

95-100

25-75 0-15

to % inch Screenings 40-80

Sec. 4. Coarse aggregate for concrete curbs, headers, and gutters.—(a) The coarse aggregate shall consist

of broken stone, mine tailings, slag, or gravel. It

shall be of reasonably uniform quality throughout

and shall be free from dust and an excess of flat or elongated pieces. Rock or mine tailings from which

it is produced shall have a per cent of wear of not more than 8. Slag from which it is produced shall have a per cent of not more than 12, and shall weigh

not less than 65 pounds per cubic foot for the size specified in section 4 (6). If gravel is used it shall be composed of sound, hard, durable pebbles, free from clay or coatings of any character.

(6) When tested by means of laboratory screens the coarse aggregate shall meet the following require- ments:

Per cent Passing lK-inch screen, not less than 95 Passing 54-inch screen 25-75 Passing J^-inch screen, not more than 5 Sec. 5. Fine aggregate for concrete curbs, headers, and gutters.—(a) The fine aggregate shall consist of sand or a mixture of sand and stone screenings containing not more than 50 per cent by volume of

screenings, which shall conform to the following

requirements:

(6) Sand shall be composed of clean, hard, durable grains and shall contain not more than 5 per

cent of clay and silt. It shall be free from other

foreign material, weU graded from coarse to fine, and

when tested by means of laboratory screens and

sieves it shall meet the following requirements:

Per cent Passing J^-inch screen, not less than 95 Passing 200-mesh sieve, not more than 10 Mortar composed of 1 part by weight of Portland cement and 3 parts by weight of the sand, shall have

a tensile strength at the age of 7 and 28 days of not

less than 75 per cent of that developed by mortar of the same proportions, made of the same cement, and

standard Ottawa sand.

(c) Stone screenings shall consist of material pro- duced by crushing clean, tough, durable rock and

shall contain not more than 3 per cent of clay and

silt. It shall be free from other foreign material,

well graded from coarse to fine, and when tested by

means of laboratory screens and sieves shall meet

the following requirements:

Per cent Passing J^-inch screen, not less than 95 Passing 200-mesh sieve, not more than 5 At the time of use stone screenings shall be free from cakes or crusts of hardened materials. For

purposes of proportioning on the work and in labo- ratory tests only that portion of the entire product

passing a M-inch laboratory screen shall be regarded

as fine aggregate.

(d) Combinations of sand and stone screenings

shall be well graded from coarse to fine, and when

tested by means of laboratory sieves that portion

446
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.G3

which passes a J^-inch laboratory screen shall meet

the following requirements:

Per cent Passing a 50-mesh sieve, not more than 30 Passing a 100-niesh sieve, not more than 12 Mortar composed of 1 part by weight of Portland cement and 3 parts by weight of the combination of sand and stone screenings, which have been passed

through a %-inch laboratory screen, shall have a

tensile strength at the age of 7 and 28 days of not

less than 90 per cent of that developed by mortar of the same proportions, made of the same cement, and

standard Ottawa sand. Sec. 6. Portland cement for concrete curbs, headers and gutters.—(a) Portland cement shall be the product obtained by finely pulverizing clinker produced

by calcining to incipient fusion an intimate and

proper proportioned mixture of argillacious and

calcareous materials, with no additions subsequent to calcination excepting water and calcined or uncal- cined gypsum.

I. The following limits of composition shall not be exceeded:

Per cent Loss on ignition 4. 00 Insoluble residue 9. 85 Sulphuric anhydride (SO) 2. 00 Magnesia (MgO) 5. 00

II. Its specific gravity shall be not less than 3.10. Should the test of cement as received fall below this requirement a second test may be made upon an

ignited sample. The specific gravity test will not

be made unless specifically ordered.

III. The residue on a standard No. 200 sieve shall not exceed 22 per cent by weight. IV. A pot of neat cement shall remain firm and

hard, and show no signs of distortion, cracking,

checking, or disintegration in the strain test for soundness.

V. The cement shall not develop initial set in

less than 45 minutes when the Vicat needle is used or 60 minutes when the Gillinous needle is used. Final set shall be attained within 10 hours. VI. The average tensile strength in pounds per square inch of not less than three standard mortar

briquettes composed of 1 part cement and 3 parts

standard sand by weight shall be equal to or higher

than the following:

Age at

test days

Storage of briquettes Tensile strength

728

1 day in moist air, 6 days in water

1 day in moist air, 27 days in water

Lbs./in.' 200 300

VII. The average tensile strength of standard mortar at 28 days shall be higher than the strength

at 7 days.

(£>) The cement shall be delivered in suitable bags or barrels with the brand and name of the manufacturer plainly marked thereon, unless shipped

in bulk. A bag shall contain 94 pounds net, a

barrel shall contain 376 pounds net. The cement

shall be stored in such manner as to permit easy

access for proper inspection and identification of each shipment, and in a suitable weather-tight

building which will protect the cement from dampness.

(c) Every facility shall be provided the purchaser

for careful sampling and inspection at either the mill or at the site of the work, as may be specified by the

purchaser. At least 10 days from the time of sampling shall be allowed for the completion of the 7-day

test, and at least 31 days shall be allowed for the completion of the 28-day test. The cement shall

be tested in accordance with the method hereinafter prescribed. The 28-day test shall be waived

only when specifically so ordered.

(d) The cement may be rejected if it fails to meet any of the requirements of these specifications.

Cement shall not be rejected on account of failure to meet the fineness requirement if upon retest after drying at 100° C. for one hour it meets this requirement. Cement failing to meet the test for soundness in strain may be accepted if it passes a

retest, using a new sample at any time within 28 days thereafter. Packages varying more than 5 per cent from the specified weight may be rejected;

and if the average weight of packages in any shipment, as shown by weighing 50 packages taken at random, is less than that specified, the entire shipment may be rejected. Sec. 7. Water for concrete.—The water used in mixing the Portland cement concrete shall be

reasonably clear, free from harmful amounts of oil, acid, alkali, or vegetable substance, and neither

brackish, or salty. Sec. 8. Sources of supply.—Approval of sources of supply of gravel, broken stone, mine tailings, broken

slag, coarse aggregate, fine aggregate, and Portland cement under these specifications shall be obtained

from the engineer prior to delivery of materials, and

samples of each shall be submitted as directed by

the engineer. Sec. 9. Methods of testing.—Methods of testing

shall be as follows:

(a) Per cent of wear of rock or slag, standard test D2 American Society for Testing Materials. (See

510, p. 182.) When testing slag 4,000 cc loose measure of the size specified in the standard test shall be used.

(b) Weight per cubic foot of broken slag, standard

method C29, American Society for Testing Materials.

(See 512.10, p. 212.)

(c) Screen tests of gravel, broken stone, mine

tailings, broken slag, coarse aggregate, and fine aggregate, standard method D18, American Society

for Testing Materials. (See 512.15, p. 250.)

(d) Sieve test of fine aggregate, standard method

D7, American Society for Testing Materials. (See

512.12, p. 234.)

(e) Mortar tensile strength test of fine aggregate,

A. S. T. M. C9 (see 516.11, p. 294) (tension tests). Preliminary acceptance samples shall be subjected

to both 7 and 28 day tests and acceptance based

thereon. Samples tested during progress of the work will be accepted on the basis of the 7-day test.

(/) All tests for Portland cement, A. S. T. M. C9.

National Paving Brick Manufacturers Association,

recommended specifications for integral brick curb,

1924. Material.—Vitrified paving brick used for integral brick curb shall be of the same quality as those used in the balance of the pavement. Mortar in which the brick are set and which is used to fill the joints shall be made of 1 part Port- land cement to 1 part fine aggregate, conforming to the requirements for these materials outlined under

artificial bases, cement concrete. (See 518.21,

p. 369.) Constructing curb.—As the concrete base is constructed, and before the same has been allowed to

set, a layer of 1 to 1 mortar shall be spread over the base a sufficient distance from the edge of the base

course to provide a mortar bed in which the brick are immediately set and the joints promptly filled with mortar. The brick shall be laid with its 4-inch face as its depth, and unless otherwise specified they shall be

laid crosswise of the pavement as headers. When the pavement proper is to be constructed

of brick 3 inches in depth, no appreciable amount of

447
518.63 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

mortar is to be put under the brick to avoid making

the bedding course immediately adjacent to the

brick curb more than 1 inch in depth.

When the pavement proper is to be constructed

of brick 3^ or 4 inches in depth, the thickness of the mortar bed in which the brick are set should be such

as to provide a bedding course at least one-half inch

in depth immediately adjacent to the brick curb. The surface of the brick pavement proper when

constructed is brought even with the surface of the

brick curb.

Protection.—The same protection must be afforded the integral brick curb as is provided for concrete base after its construction. National Paving Brick Manufacturers Association,

recommended specifications, concrete curb and

header, 1924. (This specification includes the following require- ments for materials:) Materials and mixing.—The concrete for the curb

shall be composed of materials and be mixed as

specified for concrete base course (see 518.21,

p. 369) except that the coarse aggregate shall be of such maximum size that all will pass %-inch circular openings in a revolving screen. It shall be thor- oughly mixed in the proportions of 1 part cement,

2 parts fine aggregate, and 4 parts coarse aggregate. Concrete shall be deposited in the forms, thoroughlyspaded and settled to insure a uniform contact of mortar with the forms, with a film of mortar flushed

to the surface. The upper face of the curb shall then be finished smooth and even. The upper

inside edge of the curb shall be finished to a radius

of V/i inches. Upon removing the forms, the exposed

portion of the curb shall be finished to make smooth

any roughened condition. Headers.—Where concrete headers are used at the ends of the pavement and at intersecting

roadways, they shall be of the width and depth

shown on the plans and specifications. Concrete

shall be in the proportions of 1 part cement, 3

parts fine aggregate, and 6 parts coarse aggregate.

National Paving Brick Manufacturers Association,

recommended specifications, integral concrete curb,

1924. Material, size, and mixing.—Integral concrete curb shall be built at the same time, and of the same materials, mixed in similar proportions, as the concrete base, and shall not exceed 6 inches in width on the surface. Cement, coarse aggregate, fine aggregate, water and mixing thereof, shaU conform to the specifica- tions for concrete base. Forms.-—Forms used to retain the concrete curb

shall be of wood or metal. They shall be straight

and free from warp or bending. Forms shall be

held securely in position, true to line and grade,

by stakes and clamps, with the ends closely joining.

Forms shall not deflect from position more than

}i inch. They shall be cleaned thoroughly and oiled with

mineral oil immediately before placing concrete against them. They shall be staked and clamped

not less than 50 feet in advance of placing concrete. Forms shall remain in place not less than 48 hours. Placing concrete.—Concrete for the curb shall be

placed so that curb and base proceed simultaneously. Concrete shall be thoroughly consolidated within

the forms for the entire depth of the curb. The

exposed top surface of the integral curb shall be

given a smooth finish. Protection.—The same protection must be afforded the integral concrete curb as is provided for concrete base after its construction. Integral curb shall be

protected so that it shall not be chipped or injured

in any way prior to laying the brick.

National Paving Brick Manufacturers Association,

recommended specifications, stone curb and header,

1924.

Quality, size, and finish.—The curbing shall be of the best quality sandstone, limestone, or granite as indicated on the plan and bidding form, homogeneous and free from cracks, seams, and other

defects, and shall not be more than 8 feet or less than

4 feet in length. The stone shall be — inches in width on the top after dressing, not less than —

inches in depth, and not less than the same width on

the base as is specified for the top. The stone shall be dressed at least 10 inches down

on the face and ends and 3 inches down on the

back. Radial curb shall be not less than 5 feet in length,

conforming to the dimensions and dressed as for straight curb to the radius shown on the plans, and

with the ends cut radially.

The joints shall not exceed inch for a distance of 12 inches from the top, but may be wider from this point to the bottom.

Setting.—The curbing shall be set on edge to the

line and grade given, prior to the completion of the

grading. Both the bed and the backing shall be

thoroughly tamped with heavy tampers to the full depth of the stone. Headers.—Headers when shown on the plans at the ends of the pavement or at intersections with

unpaved streets, or at intersections with streets paved with a dissimilar material, shall be set to the grade of the pavement surface. Stone for this purpose shall have a minimum width of 4 inches, a depth sufficient to extend to the bottom of the base

course, and shall be not less than 3 feet in length.

518.64 Gutters. American Concrete Institute, tentative specifi- cations for concrete curb and concrete curb and

gutter, serial designation S-6E-27T, 1927. See 518.63, p. 441. Asphalt Association, specification C-3, for shoulders, headers, curbs, and gutters (tentative), September 1, 1920. See 518.63, p. 446. 518.65 Catch Basins, Inlets, Manholes, Etc. American Concrete Institute, standard specifica- tions for concrete sewer, manhole, and catch-basin

block, serial designation F-lC-29, 1929.

1. GENERAL

1. The purpose of these specifications is to define the requirements for solid concrete manhole and

catch-basin block.

2. The word "concrete" shall be understood to to mean Portland cement concrete.

3. The ultimate compressive strength of solid concrete manhole and catch-basin block at 28 days

of age or when delivered upon construction work

shall average not less then 1,500 lbs. /in.2 of cross- sectional area of the unit as laid in the wall. No

individual unit shall test less than 1,200 lbs. /in.2 of cross-sectional area under the same conditions.

4. Concrete manhole and catch-basin block shall not absorb more than 8 per cent of the dry weight of the unit when tested as hereinafter specified. No

individual unit shall absorb more than 10 per cent

of the dry weight of the unit.

5. Specimens for tests shall be representative of the commercial product of the plant.

Not less than three and preferably five specimens

shall be provided for each test.

6. Specimens used in the absorption test may be

used for the strength test.

448
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.67

2. METHODS OF TESTING

(Methods of testing for this specification are

similar to those given in A. C. I. P-1B-26T (given

above), with the following additions:)

1. In the absorption test, the average of the tests of not less than three specimens shall be taken as the

absorption.

2. In the strength test, when testing other than

rectangular block or tile care must be taken to see that the load is applied through the center of gravity

of the specimen.

3. In the strength test, in no case shall the distance between the edge of the spherical bearing block and

the end of the bearing plate be greater than twice

the thickness of the plate. Where a number of thin

plates are used, in no case shall the plates be less than 1 inch thick nor shall any plate extend beyond

the one immediately above it a greater distance than

twice the thickness of the plate.

4. The average of the tests of strength of not less than three specimens shall be taken as the comparative strength.

American Society for Municipal Improvements,

standard specifications for sewers, 1927. MANHOLES AND INLETS

See 518.67, page 464. 518.66 Retaining and Head Walls.

American Association of State Highway Officials, standard specifications for bridges and incidental

structures, 1928. RIPRAP

See 511.72, page 208. American Railway Engineering Association, specifications for stone masonry. ERIDGE AND RETAINING WALL MASONRY

See 518.89, page 479. 518.67 Sewers and Sewer Pipe. (See also 531.5.)

American Concrete Institute, tentative specifica- tions for plain concrete. sewer pipe, serial designation

P-7A-24T, 1924. (This specification is practically identical with

serial designation C14, American Society for Testing

Materials.) (See 518.67, p. 464.) American Concrete Institute, tentative specifica- tions for reinforced-concrete sewer pipe, serial des- ignation P-7C-25T, 1925.

I. GENERAL

1. These specifications apply to reinforced-concrete pipe intended to be used for the conveyancy

of sewage, industrial wastes and storm water. Pipe

f urnished under these specifications shall be of a

single class as to strength.

Pipe may be made in either of two types (a) field- made cast-concrete pipe or (&) shop-made mechanically-compacted pipe as hereinafter described.

2. The acceptability of pipe shall be determined

by the purchaser; by the results of the load tests hereinafter specified, if and when required, and by

inspection, to determine whether the pipe comply

with the specifications as to dimensions, shape, and

freedom from external and internal defects.

II. MATERIALS

3. Pipe shall be manufactured from concrete in which steel has been imbedded in such manner that

the steel and concrete shall assist each other in taking stress. By concrete is meant a suitable mixture of Port- land cement, mineral aggregates, and water, hardened

by hydraulic chemical action.

4. Portland cement shall meet the requirements

of the standard specifications and tests for Portland cement (serial designation, C9) of the American

Society for Testing Materials. (See 516.11, p. 294.)

5. Reinforcement may consist of wire or fabric which will meet the requirements of the tentative

specifications for cold-drawn steel wire for concrete reinforcement (serial designation A82-21T) of the American Society for Testing Materials, or of rods and bars which meet the requirements of the stan- dard specifications, for billet steel concrete reinforce- ment bars (serial designation A-15—15).

6. Fine aggregate shall consist of sand, stone

screenings, or other inert materials with similar

characteristics, or a combination thereof, having

clean, hard, strong, durable uncoated grains and

free from injurious amounts of dust, lumps, soft or

flaky particles, shale, alkali, organic matter, loam,

or other deleterious substances. Fine aggregate

shall be well graded and shall pass a J4-inch screen. Coarse aggregate shall consist of crushed stone,

gravel, slag, or other approved inert materials with

similar characteristics or combinations thereof, having clean, hard, strong, durable, uncoated particles, free from injurious amounts of soft, friable, thin, elongated or laminated pieces, alkali, organic or other deleterious matter. Where the shell thickness is 5 inches or less, coarse aggregate shall be used which will pass a

screen having 1-inch openings. On 5% to 9 inch

shells, the stone may pass a screen having openings

of V/i inches.

7. The mix shall be such as to produce a pipe

that will meet the physical test requirements hereinafter provided, but under no circumstances shall the mixture consist of less than 1 part Portland cement to 2 parts fine and 4 parts coarse aggregate

with a minimum amount of water to produce a workable mix.

Table 1

.

Minimum, dimensions of field-cast reinforced concrete pipe

Interior diameter,

in inches

2'. 2730

33

3642

48

5460

66

72.

Shell thick- ness

Inches

333H

3H

4m

55H

66H

7

Total minimum cross-sectional area of

steel, square inch per linear foot of pipe

1 line 0. 065 lline .065

1 line . 085

1 line . 105

1 line . 125

1 line . 150

2 lines .210 Totaling. .250 Totaling .290 Totaling .320 Totaling .360

III. DESIGN

8. Field-made east concrete pipe shall be made

with concrete having a consistency which will permit

the concrete to be placed in the forms and will require spading to properly work it around the

reinforcement. The pipe may be made with wall

thicknesses and steel quantities shown in Table 1 provided they meet all the strength and other requirements of these specifications. It is clearly

understood that the wall thicknesses and quantities of steel given in this table are not specified wall thicknesses and steel quantities, but are minimums,

449
518.67 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

and that manufacturers shall use greater shell thicknesses or greater steel quantities or both if necessary to meet all other requirements.

9. Shop-made mechanically compacted pipe must

be manufactured in a factory and by a process which

will automatically compact the concrete into the forms and around the reinforcement in such a manner

as to uniformly obtain the maximum quality and

strength for the lesser amount of concrete allowed. The pipe may be made with wall thicknesses and

steel quantities shown in Table 2 provided they

meet all the strength and other requirements of these specifications. It is clearly understood that the wall thicknesses and quantities of steel given

in this table are not specified wall thicknesses and

steel quantities, but are minimums and the manufacturers shall use greater shell thicknesses or greater steel quantities, or both, if necessary to meet all other requirements.

It is clearly understood that these requirements

constitute factory conditions and, therefore, pipe

shall not be considered as meeting these specifica- tions unless made at a plant established for permanent operation.

Table 2.Minimum dimensions of shop-made mechanically-compacted reinforced-concrete pipe

Interior diameter,

in inches

24

2730

333642

48

5460

6672

Shell thick- ness

Inches2%2%

2%

2%

33%

3*mmm5

Total minimum cross-sectional area of

steel, square inch per linear foot of pipe

1 line 0. 15

1 line . 18

1 line .21

1 line 24 2 lines 36 Totaling .42

Totaling 46 Totaling .50 Totaling,,. 54 Totaling 58 Totaling. .62

10. The reinforcement shall extend throughout

the barrel of the pipe. It shall be assembled into units so designed that they may be readily placed

and maintained of true, exact shape and proper

position within the pipe form during the manufacturing process.

11. The ends of reinforced-concrete pipe shall be

so formed that when the pipes are laid together and

the joints cemented, they shall make a continuous

and uniform line of pipe with a smooth and regular

interior surface. The joints shaU be of such a

design that when cemented they will prevent

leakage and infiltration as well as appreciable irregularities in the flow line of the sewer.

12. Reinforcement shall be placed not less than

three-fourth inch nor more than 1)4 inches from the

inner, surface of the pipe shell when one line of steel is used and from either surface when two

lines are used. The reinforcement may be of elliptical form and

placed in pipe near the inner surface on the vertical axis and near the outer surface on the horizontal

axis of the pipe, providing all other requirements

given in Tables 1 and 2 are complied with.

IV. WORKMANSHIP AND FINISH

13. Pipe shall be substantially free from fractures, large or deep cracks, and surface roughness.

The ends of pipe shall be square with their longi- tudinal axes.

14. Variations of the internal diameter shall not exceed 1.5 per cent. The shell thickness shall not be less than that intended in the design by more

than 5 per cent at any point.

V. MARKING

15. When shipment of pipe is made in any manner

other than direct from manufacturer to user, pipe

shall be so marked that the manufacturer of the

pipe can be identified. The date of manufacture

shall be plainly marked on the pipe in all cases.

VI. LOAD TEST

16. The test specimens shall be full-size pipe which

will in every respect pass the inspection require- ments hereinafter provided.

17. The specimens to be tested shall be selected by the purchaser or his representative at the point or points designated by him when placing the order. The manufacturer shall furnish, for testing purposes and at his own expense, one pipe of each size included

in the order; the purchaser bearing all expense of testing such pipe. Should additional tests be

made upon the demand of the purchaser or manufacturer, as hereinafter provided, then cost of such

additional test specimens and the expense of testing

shall be borne by the party making such demand.

18. Should the test specimens furnished by the manufacturer meet the test requirements, then all pipe represented by such specimens shall be accepted;

provided, however, that the purchaser shall have the

right to require an additional test in any size or

sizes of pipe.

Should any of the specimens first tested fail to meet the test requirements, then the manufacturer

shall have the right to submit an additional test of the size or sizes of pipe which have failed. In either case, when an additional test is made in any size of pipe, such test shall consist of three

pipes or multiple thereof, including the pipe first tested; if two-thirds of the pipe so tested shall meet the test requirements, then all pipe represented

by such test shall be accepted, otherwise they shall be rejected. TEST METHODS

The sand bearing and 3-edge bearing tests are used in this specification, and are substantially the same as given in sections 18 and 20, A. S. T. M.

C-4. (See 534.21, p. 608.) The test specimens shall show an ultimate strength not less than that given in Table 3 for the various

sizes and methods of test stated and shall show

no clearly visible crack, caused by the application of the load, extending the full length of pipe when tested

to one-half the ultimate load designated in Table 3. Ultimate load is the point beyond which no additional load can be sustained. Table 3.

Ultimate strength test requirements of re- inforced concrete sewer pipe at not less than 2

Internal diameter of pipe, in inches

2427

30

333642

48

54

fi!> 6672

Ultimate load in pounds

per linear feet of pipe

3-edge bear- Sand bear- ing ing

3, 000 3,300

3, 600

3, 900 4,200

4,700

5, 100 5,500

5, 800

6, 000 6,200

4, 500

4, 950

5,400

5, 850

6,300

7,050

7, 650

8,250

8,700 9,000

9, 300

Note.—The load per foot of pipe shall be determined by dividing

the total test load by the net inside length of the barrel of the pipe, measuring from the bottom of the socket to the end of the spigot.

450
STONE, SAND, AND CEMENTITIOTJS MATERIALS 518.67

VH. INSPECTION

26. All pipe shall be subject to inspection at the

factory, trench, or other point of delivery by a competent inspector employed by the consumer or purchaser. The purpose of the inspection shall be to

cull and reject pipe which, independent of the

physical tests herein specified, fail to meet the requirements of these specifications.

27. Pipe shall be subject to rejection on account of any of the following:

(a) Variations in any dimensions exceeding the

permissible variations given in section 13.

(b) Fractures or cracks passing through the shell, except that cracks at either end of the pipe not

extending beyond the joint nor fracture not extending beyond the joint nor extending more than 10 per

cent around the circumference, will not be considered cause for rejection.

(c) Defects which indicate imperfect mixing and

molding.

(d) Exposure of the reinforcement when such

exposure would indicate that the reinforcement is misplaced.

28. All rejected pipe shall be plainly marked by

the inspector and shall be replaced by the manufacturer or seller with pipe which meets the requirements

of these specifications, without additional cost to the consumer or purchaser.

American Concrete Institute, standard specifica- tions for monolithic concrete sewers, serial designation S-3A-24, 1924. (The above specification includes the following

requirements for materials.)

CEMENT

Section 1. All cement shall conform to the cur- rent specifications for Portland cement of the American Society for Testing Materials, and shall be tested in accordance with the methods of testing described in the specifications of that society. (See

C9, 516.11, p. 294.) FINE AGGREGATE

Sec. 2. Fine aggregate shall consist of sand

graded from fine to coarse and passing, when dry, a

screen having holes J4 inch in diameter. It shall be

clean, coarse, free from dirt, vegetable loam, or other

deleterious matter. Not more than 6 per cent shall pass a sieve having 100 meshes per linear inch. 79 Sec 3. Fine aggregate shall be of such quality that mortars composed of the proportions of cement and fine aggregate hereinafter specified for the

various classes of concrete shall show a compressive

strength after 14 days at least equal to the strength

of mortar made of Portland cement and standard

Ottawa sand in corresponding proportions and of the same consistency.80 COARSE AGGREGATE

Sec. 4. The coarse aggregate shall consist of crushed stone, gravel, or blast-furnace slag which is retained on a screen having %-inch diameter holes and graded from the smallest to the largest parti7t Crushed stone screenings may be permitted for use as fine aggre- gate provided that they shall comply with all the specifications of sections 2 and 3, and further that they shall be produced from stone having a French coefficient of wear of not less than 8, as described in A. S. T. M. D2. (See 510. p, 182.)

so It is recommended that, if possible, available fine aggregates be

tested before awarding contracts. It if appears necessary to use an

aggregate of poorer quality than above specified the proportion of cement in the various classes of concrete should be increased in order

that the strength of the mortar actually used shall not be less than

that with the Ottawa sand. If, however, the strength of the resulting mortars is less than 70 per cent of those with Ottawa sand, fine aggregate should be rejected entirely.

cles. It shall be clean, hard, durable, free from all deleterious matter and soft, flat, or elongated particles. Crusher dust in sufficient quantity to weaken

the concrete will not be permitted. For reinforced- concrete arches or for plain concrete arches less than

6 inches in thickness, the maximum size of particles

shall be such as will pass a screen having 1-inch diameter holes. For inverts and plain concrete

arches over 6 inches in thickness, the maximum size of particles shall be such as will pass a screen having

V/i inch diameter holes. Sec. 5. Where crushed stone is used it shall have a French coefficient of wear of not less than 8, as described in A. S. T. M. D2. (See 510. p. 182.) (The above paragraph is for use in locations where

limestone or sandstone of a questionable value are common. If all available stone is suitable, the paragraph may be omitted.) Sec. 6. Samples of not less than one-half cubic

foot of fine aggregate and not less than 1 cubic foot

of coarse aggregate shall be delivered in suitable boxes or containers. All samples shall be plainly labeled with the places where taken, where to be

used, the date, and the name of the collector. Sec. 7. For the purpose of determining proportions of materials for concrete, each bag of cement

containing 94 pounds shall be considered as containing 1 cubic foot. Sand and coarse aggregate

shall be measured loose in approved boxes or hoppers.

WATER

Sec. 8. Water used for concrete shall be free from

oil, acid, alkalies, or organic matter. CONCRETE REINFORCEMENT BARS

Sec. 9. All steel reinforcement shall consist of cold-drawn steel wire fabric having an elastic limit

of not less than 55,000 lbs. /in. 2

; or of expanded

metal having an elastic limit of not less than 55,000

lbs. /in.2

, and expanded cold from steel sheets; or of reinforcing bars. Sec. 9. (a) Steel bars for reinforced-concrete sewers shall conform to the current specifications of the American Society for Testing Materials for (A)

Billet Steel or (B) Rail Steel, except that rail steel bars may be used in sizes of 1 inch and under only,

and hot-twisted bars will not be permitted.

Sec. 10. Dimensions of bars given on the plans

are based on square sections. The net area and

weights of bars shall not be less than 95 per cent of the values for square bars as indicated. In computing the weights of steel, 1 cubic inch of steel shall be

regarded as 0.283 pounds.

Sec. 11. The quantity of metal to be paid for

shall be the number of pounds actually placed, as shown on the drawings as ordered. It shall not

include any waste metal due either to the nature of the construction or to the fact that the lengths

supplied are too long or too short for their purpose. The quantity paid for shall, however, include

extra metal in laps, where authorized, due to the

fact that a single bar would be unreasonably long.

All bars shall be of the length ordered and shall be in one piece where required up to 30 feet in length.

The compensations shall cover the cost of fur- nishing and delivering metal, including any royalty, the cutting, bending, placing, fastening in position,

coating with cement, and all other work and materials connected therewith.CASTINGS

Sec. 12. Circular cast-iron frames and covers for manholes and catch basins and any other iron cast- ings shown on the drawings, or specified herein,

451
518.67 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

necessary to complete the work, shall be furnished and placed. Sec. 13. All castings shall be of tough, close- grained, gray iron, free from blowholes, shrinkage,

and coldshuts. They shall be sound, smooth, clean, and free from blisters and all defects. Sec. 14. All castings shall be made accurately to dimensions to be furnished and shall be planed

where marked or where otherwise necessary to secure perfectly flat and true surfaces. Allowances

shall be made in the patterns so that the thickness

shall not be reduced. Manhole covers shall be

true and shall seat at all points. Sec. 15. All castings shall be thoroughly cleaned and painted before rusting begins, and before leav- ing the shop, with two coats of high-grade asphaltum

or other suitable varnish that the engineer may

direct. After the castings have been placed in a

satisfactory manner, all foreign adhering substances

shall be removed and the castings given two additional coats of asphaltum or other varnish as directed by the engineer. Sec. 16. No casting shall be accepted the weight

of which shall be less than that computed to its dimensions by more than 5 per cent. MATERIAL FOR LINING INVERTS

Sec. 17. All vitrified brick shall be uniform in

size, and be not less than 8 by 4 by 2 inches, nor more than 10 by 4^ by 2}/i inches in length, width or

thickness, respectively. The brick shall be free from lime or other impurities, uniformly vitrified and annealed, and shall have one edge face such that

if the brick is laid on a horizontal plane on that face no portion thereof shall be more than one-eighth

inch from the plane. Sec. 18. Concrete block for sewer lining shall be

uniform in size, not more than 18 by 12 inches in surface area and not less than 3 inches in thickness. They shall be made of class "A" or better concrete, as hereinafter specified, in satisfactory molds, and

thoroughly cured. They shall have an ultimate

compressive strength at 28 days of not less than

2,000 lbs. /in. 2 Sec. 19. Tile liners for inverts shall not be more

than 8 by 12 inches in surface area, and not less than

2 inches in thickness. The back of the tile shall be

roughened and equipped with lugs or projections

for bedding in mortar. They shall be manufactured

under the general requirements covering vitrified sewer pipe and shall comply with the standard tests of the American Society for Testing Materials for clay sewer pipe in so far as applicable.

Part II. CONCRETE FOR MONOLITHIC CONCRETE

SEWERS

Sec. 20. Concrete shall consist of a mixture of cement, fine and coarse aggregate, and water of the

qualities hereinbefore specified. Concrete shall be of three classes, proportioned as follows

:

Class Cement Fine

aggregate Coarseaggregate

A... -

Sack

1

1

1

Cubic feet2 2Al 3Cubic feet 4

5

6 BC —

MIXING The relative proportions of fine and coarse aggregates may be modified at the direction of the engineer, provided that the proportions of cement to the

total of the aggregates measured separately shall not be changed.

Sec. 21. Concrete shall be machine mixed. The

concrete mixer shall be designed to take one completed batch of materials (using whole bags of cement) and to mix that batch thoroughly before any portion of it is withdrawn or any portion of the succeeding batch is introduced. The mixer shall be equipped with a tank so designed that when once

set it will automatically supply to the mixer the amount of water so determined. The mixer shall be equipped with an instrument for measuring the time of mix.

Sec. 22. Concrete shall be mixed at least one minute after all the ingredients, including water, have been discharged into the mixer. Where the

character of the work will permit, concrete shall be

mixed in batches of one-half to 1 cubic yard, and the mixer speed shall not be less than 12 nor more than

19 revolutions per minute. Where small mixers are

used, the speed shall not exceed 22 revolutions per minute.

Sec. 23. No concrete shall be hand mixed except

relatively small quantities, and then only by special

permission of the engineer. Sec. 24. Where concrete is mixed by hand, the cement and fine aggregate shall be mixed dry on a

properly constructed wooden or steel platform built for the purpose until it shall have obtained an even and uniform color throughout. The mixture shall then be spread to make a bed of uniform thickness, on which shall be spread the coarse aggregate, and

the whole wet with the required amount of watei and

turned with square-pointed shovels at least three times or until a uniform mixture is secured, water

being added from time to time, if necessary. RUBBLE OR STONE IN CONCRETE

Sec. 25. In all plain concrete, where the thickness

is 15 inches or more, there may be embedded broken

pieces of sound stone, the greatest dimension of which does not exceed 6 inches, and the least dimension of which is not less than three-quarters of the

greatest dimension. These stones shall be set in the concrete as layers are being rammed, in a satis- factory manner, and so placed that each stone is completely and perfectly embedded. In general, there shall be a space of 4 inches between the stones and no stone shall come within 4 inches of any

exposed face. The stone shall be thoroughly cleaned and wet before placing. CONSISTENCY

Sec. 26. In mixing concrete, it is advisable to use the least possible amount of water required to obtain a workable mix, and when the aggiegate is dry, 6 gallons of water to a sack of Portland cement

is the maximum which should be used. (For slag

aggregate this may be somewhat increased.) Where

comparatively dry mix is to be used, as in inverts,

and near the crown of the arches, the concrete must

be thoroughly tamped until the water flushes to the

surface. WORK IN FREEZING WEATHER

Sec. 27. Concrete shall not be mixed nor deposited

in the work in freezing weather except as directed.

If the work on concrete structures is prosecuted in cold weather, proper precautions shall be taken for removing ice and frost from the materials, including

heating the water and aggregates; for protecting the newly laid masonry from freezing, and for securing

work satisfactory in all respects. Satisfactory covering for the newly laid concrete and such additional appliances and materials as may be required therefor, including steam pipes for keeping the air warm

beneath the said covering shall be provided.

452
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.67

American Railway Engineering Association, speci- fications for buildings for railway purposes. SEWERS AND DRAINAGE, 1926 (The full text of this specification contains require- ments for construction, and includes the following

general conditions and requirements for materials:) GENERAL The contractor shall furnish all materials and labor required to make the excavation and construct the

sewers, manholes, catch basins, sewer connections

to existing manholes, etc., as called for on the

drawings.

VITRIFIED SEWER PIPE The pipes and specials shall be of standard length

and of the best quality of salt glazed vitrified double

strength sewer pipe of the "hub and spigot pattern."

The pipe shall be smooth, dense, and sound, thor- oughly burned, impervious to moisture, free from

laminations, cracks, flaws, blisters, or other imperfections. The interior surface shall be smooth and

well glazed, and straight pipe shall be true cylinder

and the interior diameter shall be the full specified

dimension, the inner and outer surfaces shall be

concentric. No pipe less than 6 inches shall be used

except for downspout connections, or unless other- wise shown on the plans.

The pipe shall be subject to inspection and

approval or rejection by the engineer.

MORTAR

Mortar for cementing the pipe joints shall be neat Portland cement or a mixture of equal parts of Portland cement and sand, as directed by the

engineer, with only enough water added to give it the proper consistency. Mortar shall be mixed

only as needed for use. The retempering of mortar

that has become partly set will not be permitted. Mortar for brickwork shall consist of Portland cement thoroughly mixed with sand, in the proportion by volume of 1 part loose cement and 3 parts

sand.

_ CEMENT, SAND, STONE Cement, sand, and stone shall be of the quality as specified in the A. R. E. A. specifications for concrete work. (See 516.3, p. 303.) BRICK The brick used shall be of the best quality, sound,

and hard burned, uniform and free from lime and

cracks and shall not absorb more than 15 per cent

in weight after being thoroughly dried, when immersed in water for 24 hours, and samples must be

approved by the engineer.

MANHOLES AND CATCH BASINS Manholes and catch basins shall be built at the

places shown on the plans or as otherwise directed by the engineer and shall be of the form and dimensions shown on the detailed drawings.

CAST-IRON COVERS

All covers shall be of tough gray iron, free from

defects which would tend to weaken them, such as

cold shuts or blowholes, and shall be absolutely clean and have a workmanlike finish. They shall conform

to the standards as shown on the plans.

CAST-IRON AND REINFORCED CONCRETE PIPE Cast-iron pipes and special castings shall be used

where shown on the plans or as directed by the engineer. They shall be the bell and spigot type manufactured in accordance with the "Standard specifica- tions for cast-iron pipe and special castings" of the American Water Works Association for class "A"

pipe. The joints between cast-iron pipe and special

castings shall be made in the usual manner. Reinforced concrete pipe of a design acceptable to the engineer shall be used if called for by the plans. Joints shall be made as specified for vitrified pipe.

FOUNDATION DRAINS When the ground is wet or of a swampy nature

drain or farm tile not less than 4 inches in diameter

shall be placed along all foundations on a very slight

grade at approximately the level of the footings.

These drains shah be placed in a layer of clean, coarse

gravel or broken stone not less than 1 foot thick, and

shall be connected with the main drainage system.

SPECIAL FITTINGS In case vitrified sewer pipe is to be paid for on a

unit-price basis all "specials" including wyes, tees, bends, etc., will be figured as two lengths of straight

pipe. GENERAL CONDITIONS

All materials entering into the work and all methods used by the contractor shall be subject to the approval of the engineer and no part of the work

will be considered as finally accepted until all of the work is completed and accepted.

The general conditions as given in 518.50, page 416,

shall be considered to apply to these specifications.

American Society for Municipal Improvements,

standard specifications for sewers, 1927. (This specification includes vitrified sewer pipe, cement concrete pipe, reinforced concrete pipe, concrete sewers built in place, brick sewers, segmental

block sewers, and pipe sewers.) MATERIALS

GENERAL NOTE

All materials shall be subject to the inspection of the engineer and to tests herein outlined. Any

material failing to pass the required tests shall at once be removed from the work. Failure to condemn

material on preliminary inspection shall not be

grounds for acceptance if future defects are found. CEMENT

All cement shall conform to the current specifica- tions for Portland cement of the American Society for Testing Materials, and shall be tested in accordance

with the methods of testing described in the specifications of that society. (See C9, 516.11, p. 294.) The engineer is to be notified of the location of wharves, yards, or sheds where the cement is to be

stored. No cement will be tested in cars, in course

of transportation, or on the street. All cement not

satisfactory to the engineer is to be branded and

immediately removed and all cement accepted by

him to be so marked and kept in a weather-tight store- house, having a tight floor a proper distance above

the ground. A sufficient quantity shall be kept in storage to allow for 7-day tests, and if required, 28- day tests. Cement kept in storage may be subjected to repeated tests. Cement in bags shall not be

piled to a height exceeding 7 feet. HYDRATED LIME " Hydrated lime shall conform to the current specifications for hydrated lime of the American Society

51 Hydrated lime is commercially divided into four classes, high- calcium, calcium, magnesian, and high-magnesian. and the particular

class of lime desired should be specified in each case.

453
518.67 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

for Testing Materials and shall be tested in accord- ance with the methods of testing described in the

specifications of that society. (See C6, 517.2, p. 353.) SAND Sand shall be of the best quality locally obtained

and shall be clean, coarse, free from dirt, vegetable

loam, organic acids, or other deleterious matter. It shall contain not more than 4 per cent by volume of clay and no clay shall be artificially added. Grading for mortar.—Sand for mortar shall be

graded from fine to coarse and passing when dry a

screen having 10 meshes per linear inch and not less than 94 per cent retained on a sieve having 100 meshes per linear inch. Grading for fine aggregate for concrete.—Sand for

fine aggregate for concrete shall be graded from fine to coarse and passing when dry a screen having holes % inch in diameter and not less than 94 per cent

retained on a sieve having 100 meshes per linear inch.

Tests.—Sand shall be of such quality that mortars composed of the proportions of cement and sand

hereinafter specified for the various classes of concrete shall show a compressive strength after 14 days

at least equal to the strength of mortar made of Portland cement and standard Ottawa sand in cor- responding proportions and of the same consistency.

Samples.—Samples of not less than % cubic foot of

fine aggregate shall be delivered in suitable boxes or containers. All samples shall be plainly labeled with the places where taken, where to be used, the

date, and the name of the collector. COARSE AGGREGATE

Quality.—Coarse aggregate shall consist of crushed

stone, gravel, or blast-furnace slag, which is retained on a screen having holes % inch in diameter and

graded from the smallest to the largest particles. It shall be sound, hard, and durable; be free from loam,

clay, organic matter, and all deleterious material,

and shall not contain any soft, flat, or elongated

particles. Crushed dust in sufficient quantity to weaken the concrete will not be permitted.

Maximum sizes.—For plain arches less than 6 inches in thickness and reinforced arches where steel spacing is 2 inches or less from face, the maximum

size of particles shall be such as will pass a screen having holes 1 inch in diameter. For inverts, plain arches over 6 inches in thickness, and reinforced arches where spacing of steel is greater than 2 inches, the maximum size of particles shall be such as will pass a screen having holes l}i inches in diameter. Samples.—Samples of not less than 1 cubic foot of coarse aggregate shall be delivered in suitable boxes

or containers. All samples shall be plainly labeled with the place where taken, where to be used, the

date, and name of the collector.

Tests.—Where crushed rock is used it shall have

a specific gravity of not less than 2.6 and shall have

a French coefficient of wear of not less than 8. (See A. S. T. M. D2, 510, p. 182.) COMMON BRICK

Quality.—Common brick shall be sound, burnt

hard entirely through, of compact texture, with

true, even faces and rectangular edges. At least one

edge face of each brick shall be such that if laid on

a horizontal plane, no portion of that face shall be more than % inch from that plane. Brick shall be

regular in size and shape and for use on any one contract shall vary not more than }i inch in dimension.

Samples, tests, inspection.—Each shipment of between 12,000 and 20,000 brick shall be sampled.

Each sample, at the discretion of the engineer, may

be subjected to cross breaking and crushing tests under the three conditions given below, the brick to

be tested flat and any unevenness in the surface to be leveled up with a plaster of Paris bed:

(a) After having been thoroughly dried.

(b) After having been immersed in water for 24

hours.

(c) After being subjected to 20 freezings, alter- nating with 20 thawings.

The following figures fix minimum and average

values to be met by the brick after the above

treatment:

Modulus of rupture, pounds

per square inch

Crushing

strength, pounds per square inch

Mini- mumAverage Mini- mumAverage

(a) Dried 350

300

225

500 450

275

3, 000

2, 500 2,000

4,000

3,500

2, 500

(i>) Wet..

(c) Frozen and thawed

The absorption of the brick after immersion in water for 24 hours shall not exceed 15 per cent of the weight of the dry brick.

All brick must be satisfactory in every respect to the engineer and subject to his acceptance or

rejection. VITRIFIED BRICK

Quality.—Vitrified brick shall be sound, uniformly

vitrified and annealed, be free from lime or other

impurities with true, even faces and rectangular

edges. At least one edge face shall be such that if laid on a horizontal plane, no portion of that face

shall be more than y% inch from that plane. Brick

shall be regular in size and shape and for use on any

one contract shall vary not more than }i inch in dimensions.

Inspection.—All brick shall be satisfactory to the

engineer and subject to his acceptance or rejection.

Samples.—Brick shall be sampled and submitted

to a standard rattler test and shall not show a loss of more than 28 per cent. This test shall be made

according to the method used in A. S. T. M. C 7. (See 534.11, p. 577.)

Tests.—Brick, after having been thoroughly dried and then immersed in water for 24 hours, shall not absorb more than 4 per cent of their weight of water.

VITRIFIED SEWER PIPE

Quality.—Sewer pipe shall be of the best quality of standard hard burned, salt glazed, vitrified clay or

shale pipe, shall be free from blisters, cracks, and

pronounced laminations and must give a metallic

ring when struck with a hammer- All pipes shall be socket pipes with sockets true, circular, and concentric with the base of the pipe and the plane of the ends at right angles to the axis of the pipe.

The inner surface of the socket and the outer surface of the spigot end shall be scored by triangular

shaped or semicircular rings about % inch deep.

Sizes and dimensions.—(Same as A. S. T. M.

serial designation C14, see 518.67, p. 464, for the

sizes specified, which for this specification are sizes with internal diameters of 6, 8, 10, 12, 15, 18, 21, 24,

27, 30, 33, and 36 inches.) Specials.—(Substantially the same as A. S. T. M.

CI 4, section 31 "Specials.")

Inspection.—(Substantially the same as A. S. T. M.

C13. See 531.5, p. 517.) Tests.—(Same as A. S. T. M. C14.)

CEMENT CONCRETE PIPE

Quality.—Cement concrete pipe shall be made of a suitable mixture of Portland cement, mineral

aggregates, and water, and the materials used shall

454
STONE, SAND, AND CEMENTTTIOUS MATERIALS 518.67

meet the requirements of these specifications. Pipe

shall be free from fractures, large or deep cracks and

blisters, laminations, and surface roughness. All pipe shall be socket pipe with sockets true, circular, and concentric with the base of the pipe.

(The requirements for this material under (1) Sizes and dimensions, (2) Specials, (3) Inspection

(omitting requirements regarding glaze), and (4) Tests, are the same as for Vitrified sewer pipe (above).) Note.—Sizes above 24 inches are not recommended. REINFORCED CONCRETE PIPE Size and shape.—Reinforced concrete pipe shall be

made circular in cross section, and in sizes from

24 inches to 96 inches inside diameter. Diameters

shall be as specified with a permissible variation of not more than three-fourths of 1 per cent. They

shall be in sections not less than 3 feet in length and

ends so formed that when laid together and cemented

they shall make a continuous and uniform line of pipe. Materials.—Pipe shall be made of class A concrete and reinforcement. All materials used shall meet

the requirements for the different classes of materials used as prescribed in these specifications. Forms.—All pipe shall be made in forms composed

of sheet steel cores and casings, and cast-iron bottom

and top rings which form the joint. The forms shall be rigidly held together and the core and casing

so placed as to insure a uniform wall thickness. Air curing.—The top rings, cores, and casings

shall not be removed from the pipe until the concrete has obtained its final set. Pipe shall not be

lifted from the bottom rings until the concrete is from 60 to 72 hours old. After the cores and casings

have been removed form the pipe, they shall be

kept constantly and thoroughly wetted by sprinkling

with water at least three times a day until they

are removed from the bases and yarded. After being

placed in the yard the pipe shall be sprinkled thor- oughly at least three times a day until they are six days old. Air-cured pipe are not to be laid until at least 14 days old. Steam curing.—Pipe may be cured by the use of wet steam in the following manner. After the pipes

have been cast they shall be covered with canvas or other material known as steaming jackets and wet

steam be turned into these jackets for one day after

casting. Then the casings and cores may be

removed and steam again applied in the same manner for one day. After this has been done the

pipes may be removed from the bases and yarded, no other curing being necessary. Steam-cured

pipes may be laid when they are six days old. Samples for testing.—Any or all of the following

tests may be applied to samples selected by the engineer for the pipe delivered on the work. For the purpose of making such tests, the contractor shall furnish and deliver, when directed, five lengths of each size pipe used in the work.

Crushing tests.—When supported at the bottom

upon a knife-edge 1 inch in width, in such a manner

that an even bearing is provided throughout the whole length, exclusive of the bell, and load is applied at the crown uniformly through a similar knife-edge, the various sizes of pipe shall withstand,

without fracture, the loads shown in the following

table:

Diameter, in Load per

inches linear foot

Pounds

24 2,149

27 2,369

30 2, 583

33 2,830

36 3,080

39 3, 300 42 3,521

When supported on a sand saddle which extends

the full length of the pipe, exclusive of the bell, and

whose upper surface fits accurately the outer curved

surface of the pipe, and whose width is equal to an

arc of 15°, in such a manner that an even bearing is provided throughout the whole length, and the load

is applied at the crown uniformly through a knife- edge 1 inch in width, the various sizes of pipe with

diameters greater than 42 inches shall withstand the

following loads:

Diameter, in Load per

inches linear foot

Pounds

48 5,700

54 6,600

60 7,500

66 8, 250 72 9,000

78 9, 750

84 10, 500

90 11, 250 96 12, 000

Absorption test.—The specimens for absorption

test shall be sound pieces with all edges broken and

may be from pipes broken in the crushing test. One

specimen shall be taken from each pipe broken in the crushing test or it may be taken from other

pipes. They shall be from 12 to 20 square inches in area and shall be as nearly square as they can be

readily prepared. They shall be free from observable

cracks, fissures, laminations or shattered edges.

These specimens after being dried at a temperature

of between 300° and 325° F. until there is no further

loss of weight, cooled in a desiccator and then

immersed in water for 25 hours shall not absorb more than 10 per cent of their weight in water.

STEEL REINFORCEMENT

Material.—All steel reinforcement shall consist of cold-drawn steel-wire fabric, conforming to the

current specifications of the American Society for Testing Materials for "cold-drawn steel-wire for concrete reinforcement," or of expanded metal having an elastic limit of not less than 55,000 lbs. /in.2 and expanded cold from sheets; or of reinforcing

bars. Bars.—Steel bars for reinforcing shall conform to the current specifications of the American Society

for Testing Materials for (A) Billet Medium Steel, or (B) Rail Steel, except that rail steel bars may be

used in sizes of 1 inch and under only, and hot twisted

bars will not be permitted.

Weights.—Dimensions of bars given on plans are based on square sections. The area and weight of bars shall not be less than 95 per cent of the values

for square bars as indicated. In computing the weights of steel, 1 cubic inch of steel shall be regarded

as 0.283 of a pound.

TWO-RING SEGMENTAL TILE BLOCKS

Quality.—All segmental blocks shall be of the best

quality of vitrified clay ware, thoroughly burned,

and true to form. They shall be made in two rings

so that the blocks of one ring will interlock with

those of the adjoining ring and the longitudinal

joints of one ring will break joints with those of the

other ring. The inner or wearing surface shall be

evenly salt glazed and free from checks or fire cracks. All surfaces which will come in contact with

the mortar in joints shall be scarified or grooved in order to secure a satisfactory bond.

The least allowable total thickness of material

from the inside face of the sewer to the nearest opening in the block shall be 1% inches for sewers 30 to

100925°—30 30 455
518.67 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

42 inches in diameter, 1% inches for sewers 45 to 54

inches in diameter and 2 inches for sewers 57 to 84

inches in diameter. The lengths of the blocks to be used on tangents shall not exceed 24 inches and on

curves 12 inches. The thickness of the shell shall not be less than indicated in the following table:

Size, inside diameter, in inches

Thickness

of shell

30

Inchesm4%5H

5H

6

6m

Wi

VA7%

7Hm

m7%7%8H

33

36

39

4245

48

5154 _ 57

CO

63

66

69

72

75_.._ 78

8184

Junctions.—Junctions for connections on segmental block sewers shall be made with T or Y branches. Where the size of the branch is such as to permit, it shall be burned on the block as an integral part

thereof. Where" the size if such that this can not be

done, openings of the necessary size shall be left in the block, into which the necessary pipe or slant

shall be inserted and tightly cemented in. Tests.—If the design or material of the block is such as to cause the engineer to doubt its strength

for the work, the contractor, when so directed, shall be required to make a loading test on a full-size sec- tion before it is used in the work. The sections so tested must bear without fracture the maximum load

to which the finished sewer will be subjected. ONE-RING SEGMENTAL TILE BLOCKS

Quality.—All blocks shall be of the best quality of vitrified clay ware, thoroughly burned and true to form and shape and shall be jointed with abutting

webs or surfaces to form a backing for mortar so as to insure tight joints. The inner or wearing surface

shall be evenly salt glazed and free from checks or

fire cracks. The sides shall be of such design as to insure tight joints.

Thickness, weights, and lengths.—The maximum

length of block shall be 24 inches, shorter lengths to be furnished where required for curves and specials. Blocks furnished on any one contract shall not vary more than %-inch in width. The thickness of the

shell shall not be less than indicated in the following

table

:

Size, inside diameter,

in inches

Thickness

of shell

Inches

30

33 m,

36 i%

39 VA

42 _ VA

45 VA

48 6

51 6 54 6 57 6

60 6M

63 6M

66 6M

69 7

72 7 78

84 8

8

Junctions, inspection, tests.—The provisions of the paragraphs titled junctions, inspection, tests of these specifications for 2-ring segmental tile blocks

shall apply similarly to 1-ring blocks. CASTINGS

Quality.—All castings for manhole heads, covers, and other purposes must be of tough, gray iron free from cracks, holes, swells, and cold shuts. The

quality shall be such that a blow from a hammer will produce an indentation on a rectangular edge of the

casting without flaking the metal. Workmanship.—All castings shall be made accurately to dimensions to be furnished and shall be

planed where marked or where otherwise necessary

to secure perfectly flat and true surfaces. Allow- ance shall be made in the patterns so that the thick- ness shall not be reduced. No plugging, burning in, or filling will be allowed. Covers must fit the frames in any position. All castings shall be carefully coated, both inside and

out, with coal-tar-pitch varnish. The varnish shall be made from a good quality of coal tar, with suffi- cient oil added to make a smooth coating, tough

and tenacious when cold, and not brittle nor with

any tendency to scale off. The castings shall be

evenly heated to a temperature of 300° F. immediately before being dipped and shall possess not less than this temperature when put in the vat; they

shall remain in the vat five minutes unless other- wise directed by the engineer. The varnish shall be heated to a temperature of 300 °F., unless other- wise directed by the engineer, and shall be maintained at this temperature during the time the

casting is immersed. Fresh pitch and oil shall be added when necessary to keep the mixture at the proper consistency, and the vat shall be emptied

of its contents and refilled with fresh material when considered necessary by the engineer. After

being coated the casting shall be carefully drained

of all surplus varnish. No casting shall be allowed

to become wet before being dipped. Any casting that is to be recoated shall first be thoroughly

scraped and cleaned.WROUGHT IRON

Quality.—All wrought iron to be used on the work shall be of the class known as "Merchant

iron, grade A," and must be free from cinder spots, injurious flaws, buckels, blisters, or cracks. Wrought

iron shall be made by the puddling process or rolled from fagots or piles made from wrought-iron scrap, alone or with muck bar added. All iron shall have

a minimum tensile strength of 50,000 lbs. /in.2 an

elastic limit of at least 25,000 lbs. /in. 2. A specimen

cut from the iron when nicked on one side and bent back through an angle of 180° shall show a long,

clean, silky fiber, free from slag, dirt, or coarse

crystalline spots. Finishing -painting.—Wrought iron before leaving the factory shall be thoroughly cleaned and dipped

in a preparation of asphalt or coal tar and oil as described under "Castings." LUMBER Lumber shall be straight and sound, free from

shakes, cracks, large or loose knots, and other

defects impairing its strength or durability. It shall be squared to the required dimensions throughout its entire length. Matched and grooved

sheeting shall have one planed side. WOOD PILES

All piles shall be composed of straight, sound,

live timber, free from cracks, shakes, or rotten

knots, cut from mixed oaks, maple, elm, birch,

456
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.67

Norway pine, yellow pine, tamarack, cypress, Douglas fir, spruce, or other timber satisfactory

to the engineer. At no point shall the pile deviate more than one-half of its diameter from a straight

line drawn between its ends. Each pile must show an even and gradual taper

between the ends and must be free from sudden

and excessive enlargement at the butt. Branches

and knots must be neatly trimmed.

The diameters at the butt and small ends for

different length piles must not be less than shown

on the following table. All diameter dimensions

are to be measured exclusive of the bark.

Length below cut-off, in feet Minimum

diameter

at point

Mini- mum

diameter

at butt

Inches

6 Inches

10 20 t o 25 6 11 26 to 35 8 12 36 to 45 -- 8 13 46 and over. _ 8 14

WATER Water used for concrete or mortar shall be clean and fresh and be free from oil, acid, alkalies, or organic matter.

JOINING COMPOUNDS

Joining compounds shall have preferably a bitu- minous base, shall adhere firmly to the glazed sur- faces of the pipes, shall melt and run freely at a temperature as low as 250° F., and when set shall be

sufficiently elastic to permit of a slight movement of the pipes without injury to the joints or breaking the adhesion of the compound to the pipes. The com- pound shall not deteriorate when submerged in fresh or salt water or normal domestic sewage.

It shall show no deterioration of any kind when

immersed for a period of five days in a 1 per cent

solution of hydrochloric acid or a 5 per cent solution

of caustic potash.

Part H. METHODS OF CONSTRUCTION

EXCAVATION

Classification.—All excavation shall consist of three classifications, namely, class A, class B, and

class C.

Class A excavation defined.—Class A excavation

shall comprise solid rock in the original bed or well- defined ledges and which can only be removed by

continuous blasting and all boulders or detached

pieces of rock 8 cubic feet or more in content.82 Class B excavation defined.—Class B excavation

shall comprise all shale, soapstone, slate, hardpan,

fire clay, cemented gravel, macadam, or telford pavements, brick masonry, except in pavements,

and detached pieces of rock less than 8 cubic feet or more than 1 cubic foot in content.

Class C excavation defined.—Class C excavation

shall consist of all materials not mentioned in class

82 In localities where limestones, which might vary by imperceptible degrees from shales and other stones, occur, the Chicago defini- tion of rock is considered valuable. " Rock shall mean any material

geologically in place, cemented into a mass by natural causes, and of hardness when first exposed of 3 (the hardness of transparent calcite) cr greater in the scale of mineral hardness. Frozen material shall not be classified as rock."

A and class B excavation or in the paragraph

entitled "Removing and replacing pavements." 83 A. Work included in excavation.—Under the headings class A, class B, and class C excavation is included the work of removing all obstructions on

the surface of streets, alleys, rights of way, and

public places; of making all necessary excavations not provided for in the paragraph headed "Removing and replacing pavements"; of furnishing and

putting in place all shoring and bracing necessary to excavate and protect the work; of doing all pumping

and bailing necessary to keep the trenches free from

water; of providing for the uninterrupted flow of sewers and surface water and the temporary disposal

of water from all other sources during the progress

of the work; of protecting all pipes, conduits, culverts, street-car and railroad tracks, poles, wires,

fences, buildings, and other public and private

property along the field of operation; of removing

after completion of the work all shoring and bracing not necessary to support the sides of the trenches; of hauling away all surplus excavation and material;

of doing all back filling; of restoring all property

injury to which is contemplated in this contract; and of restoring the surface and curbing of all streets, alleys, and rights of way to as good condition

as they were prior to the beginning of excavation,

excepting where such work is included under the item "Removing and replacing pavements."

5B. Work included in excavation.—Subject to the

provisions of section 6B, the prices named under all items requiring excavation are to include all the work

specified in 5A.

6A. Payment.—Payment for class A, class B, and

class C excavation shall be made at the respective

prices bid per cubic yard, and the amount shall be

full payment for all work done in connection with

class A, class B, and class C excavation as described

in section 5A. 6B. Payment for class A and class B excavation.—

Payment for class A and class B excavation shall be

made at the respective prices bid per cubic yard,

which prices shall be in addition to the amounts paid

per linear foot of completed sewer.

7. Open cut and tunnels.—In general, excavation

shall be made in open cut from the surface and the

contractor shall not be allowed to do any tunneling

without obtaining permission from the engineer, and

then only according to methods approved by him.

This permission will only be given where a line is to be laid behind the curb, across a paved street, under

street-car or railroad tracks, or where, in the opinion

of the engineer, it is necessary to tunnel short sections on account of proximity of adjacent walls or structures. Such excavation then can be made in alter- nate sections of open cut and tunnel, the length of the

tunnel sections to be specified by the engineer, and

the head room in them to be not less than 3 feet measured from the top of the sewer. These tunnel

sections shall be cut underneath to a wedge with its edge horizontally across the sewer and back filled tightly by tamping from each end.

M It is the intention of the A. S. M. I. committee in the above classification of excavation to include all classes of excavation which there

is a reasonable possibility of encountering. In localities where quick- sand is known to occur and can be defined its inclusion as a definite item in the contract is recommended. Quicksand may be defined

as a material the satisfactory excavation of which requires the use of close-sheeting driven well below sewer grade or the use of well points. In this instance the price bid for quicksand should be required to include the cost of close sheeting, and of leaving in same up to the upper limit of quicksand excavation, and the furnishing and operation

of well points, if used. If quicksand classfication is inserted it should

be mentioned in subsequent clause with classifications listed.

457
518.67 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Note.—The above paragraph is only intended for short, isolated tunnels and should not be used for a regular tunneling specification.

It was not considered feasible to write a general tunnel specification because of the large variation of local practice and of materials en- countered. In localities where tunnel practice has not been well developed it is recommended that experts in tunneling be retained to advise in the preparation of tunnel plans and specifications.

8. Excavation above spring line of sewers built in

place.—All excavations above spring line of sewers

built in place will be estimated and paid for as a

trench with vertical sides, the distance between

which shall be 1 foot greater than the outside hori- zontal dimensions of the masonry at the spring line.84

9. Class B and class C excavation below spring line of sewers built in place.—Class B and class C excavation below spring line of sewers built in place shall be taken out and will be computed to the shape and

outside dimensions of the masonry, except in cases

of special sections where the width of masonry is greater below than at spring line. In this case the trench line described in the preceding paragraph

shall apply until it coincides with the outside of the masonry.

10. Class A excavation and concrete refill below spring line of sewers built in place.—Class A excavation below spring line of sewers built in place shall be made so as to conform as nearly as possible to the

outside shape of the sewer wall, and a smooth bed

made for the masonry by filling the uneven surface

of the rock with class C concrete or rubble masonry,

this refill being carried up to the spring line whether

above the rock surface or not. With monolithic

concrete sewers, concrete of the same class as the sewer walls may, at the option of the engineer, be

substituted -for the class C in the concrete refill. The amount of class A excavation to be paid for below the spring line will be the area of a segment

of a circle with its chord at the surface of the rock and a radius 4}/£ inches larger than the radius of the

outside of the sewer section. The amount of the

concrete refill to be paid for will be the difference in area of two semicircles whose radii are, respectively,

equal to and inches greater than the outside of the sewer section. The outside of the sewer section

for the monolithic concrete section shall be consid- ered as the outside of a regular concrete section; of the brick sewer as the outside of a 1-ring brick sewer; of the 1-ring segmental block as the outside

of a full block section; and of the 2-ring segmental

block as a semicircle having a radius 23^ inches larger

than the inside radius of the sewer, the outer block

being omitted in the latter type of sewer and the

excess space filled with mortar.85 IIA. Class B and class C excavation for vitrified and premolded pipe.—Class B and class C excavation

for vitrified tile and premolded concrete or cement

pipe will be estimated as a trench with vertical sides, a length equal to the distance from c to c of manholes

and a width 12 inches greater than the inside diameter

of the pipe for pipe up to and including 18 inches; 15 inches greater than inside diameter for pipes 21 to

27, inclusive, and 18 inches greater for pipes 30

inches larger, provided that no trench shall have a width of less than 30 inches. The depth of trench

shall include the thickness of the pipe. Where rock

is encountered in the trench the width for class B

and class C overlying excavation shall be the same

as in section 12. IIB. Same as 1 1 A, omitting all reference to class C

excavation.

12. Class A excavation for vitrified and premolded

pipe.—Class A excavation for vitrified tile and pre- molded concrete or cement pipe will be estimated as described in the preceding paragraph, except that

84 For firm, soils not requiring bracing or for rock easily shot to line the width may be made equal to the width of masonry. For sections

of irregular shape pay lines should be shown on the plans.

85 For shapes of inverts other than circular pay lines for excavation should be shown on plans.

the width and depth of trenches in rock excavation

shall be increased 4 inches.

13. Excavation for manholes.—Excavation for manholes will be considered as being included in the excavation for the sewer, unless the maximum outside width of manhole masonry is greater than the

pay-line width of trench, in which case the excavation necessary outside the pay lines will be esti- mated and paid for. 14. Underdrains.—Pipes for underdrains are to be laid below the sewer where directed by the

engineer. They are to be laid with open joints, the

joints wrapped in one thickness of muslin, the pipes

bedded in gravel or broken stone and the refilling material placed solidly about them. T's for plugging the underdrains are to be turned up in the invert

at such intervals as may be directed and the underdrains carefully plugged upon completion of the work. Excavation shall be made to the depth and

width necessary and its area of cross section computed as a rectangular cross section. The trench

shall be refilled with material specified by the engineer, which material shall be computed and paid for as the difference in area of the cross section of exca- vation and the outside cross section of the drain

pipe. Pipe will be paid for by the linear foot at the

price bid.

15. Unusual ground conditions.—Where saturated ground is encountered and when it is the opinion of the engineer that such ground can not be controlled by the ordinary methods of bracing, the engineer

will instruct that other forms of bracing or sheeting

be used. The excess in cost of such bracing or sheeting used over ordinary methods of bracing or shoring will be estimated and paid to the contractor,

this amount to be the actual cost as determined by

the engineer plus 15 per cent.88 16. Excavation below grade.—If, in the opinion of the engineer, the material at or below grade line is of improper nature for a foundation it is to be

removed to such depths and widths and in such a manner as he may direct. Such excavation shall be

refilled to grade with such materials as the engineer

may direct and confined in place by poling boards

or vertical sheeting in a manner satisfactory to the

engineer. Such excavation and materials used for

refill will be estimated and paid for at the respective

prices bid.

17. Disposal of material.—Excavated material

shall be so placed as not to unreasonably interfere with travel on the streets by the occupants of adjoining property or with access to fire hydrants. Such

surplus excavation as is suitable shall be hauled and

spread as directed on such property as is noted on

the plans. Where directed, macadam, telford, gravel, street surfacing, surface loam, sod, etc., shall be kept separate from the remainder of the excavated

material and replaced in its original position after back filling of the trench. All surplus excavation not disposed of as stated above shall be removed

from the site of the work by the contractor, but none shall be deposited on private property until written consent of the owner or owners thereof has been filed with the engineer. As before stated, all costs of disposal of surplus excavated material shall be included in prices bid requiring excavation.

18. Fences and lights.—The contractor shall provide suitable fences around trenches and street obstructions and shall provide red cautionary lights at night and watchmen when necessary.

19. Ownership of excavated material.—Underground structures removed, such as brick, sewer

88 In making plans for any sewer job the engineer should, if he antic- ipates encountering quicksand, saturated ground, etc., show on his plans and in his specifications exactly how he proposes to take care of

it and cover the cost of the work by the necessary bid items. The

above clause is only intended to apply in case such conditions are encountered unexpectedly during the progress of the work.

458
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.67

pipe, etc., shall become the property of the contractor unless otherwise noted on the plans. Where

noted on the plans such structures are to be carefully

removed, separated into convenient units for handling and conveniently placed for removal by the

city. 20. Bracing and shoring.—The sides of all trenches

shall be securely held by bracing and sheathing

which, if not ordered left in, may be removed in units when the level of the back fill has reached

their elevation. When, in the opinion of the engineer, sheeting or shoring can not be safely removed

it shall be left in place, or, if he so desires, the

sheeting shall be cut and the upper part withdrawn.

The contractor shall be paid for the lumber so left in place or withdrawn at the prices bid, but no payment will be made for sheeting cut off and re- moved in excess of 8 feet in length of which not more than 2 feet shall be above the surface. Timber

left in place shall be cut off at least 2 feet below the

surface. Payment for matched and grooved sheet- ing will be made in each case for the length of trench occupied by such sheeting, with no allowance

for wastage due to tongues and splines, respectively. In the case of timber no thickness of sheeting over

2 inches and no other lumber exceeding in size that customarily used shall be paid for unless the use of such large sizes shall have been ordered in writing

by the engineer.

21. Temporary bridges, crossings.—The contractor

shall, where ordered, construct bridges, crossings,

etc., the surfaces of the bridges being flush with the

street. The bridges shall be capable of supporting

at any point a wagonload of 3 tons on each wheel or

its equivalent without inducing fiber stresses in beams greater than 1,000 pounds for wood and

16,000 for steel per square inch. Bridges or crossings so ordered will be paid for by the square foot of

floor area, according to the dimensions ordered put

in by the engineer.

22. Restoration of surface of ground.—During the

construction of the sewer all work of keeping alleys

and rights of way in a passable condition by refilling sunken ditches, laying temporary paving over

trenches, removing surplus material, etc., shall be done in a manner satisfactory to the engineer. If any such work is not done within five days after written notice given by the engineer the work may

be done by the city and the expense thereof be paid

by the contractor or deducted from sums due the contractor under this contract.

23. Amount of trench.—Without the written per- mission of the engineer, not more than 200 feet of trench shall be opened in advance of the completed

sewer and in rock work not less than 30 feet in advance of the completed sewer.

REMOVING AND REPLACING PAVEMENTS

24. Work included.—Under the heading "Removing and replacing pavement" is included the work

of tearing up such areas of pavement other than

macadam or telford as may be required for the

construction of sewers therein, of placing a temporary pavement to carry traffic until such time as the permanent pavement may be laid, and of permanently repaving these areas after the back

fill has settled. 25. Temporary pavement.—In placing the temporary pavement the back fill shall be compacted or flushed as directed up to the level of the pavement

subgrade, after which the remainder shall be filled with crushed stone or gravel bonded with limestone

screenings and compacted as far as possible without

requiring the use of a roller. This temporary pave- ment may be crowned, at the discretion of the

engineer, but in no case shall this crown be more

than % inch in height for each foot of width of

trench. The contractor shall maintain this temporary pavement in condition adequate for its usual

traffic until such time as it is replaced by the per- manent pavement and shall pay any claims or damages arising from his neglect to maintain the temporary roadway.

26. Permanent pavement.—The permanent pave- ment shall be laid at such time as the engineer may

permit, but in no case in less than six months after the trench was back filled nor more than one year

after the temporary pavement was laid. The contractor shall replace the permanent pavement during the above-stated period upon receipt of notice from the engineer. Such replacement must be made

under city inspection and in accordance with the

city standard specifications for the kind of pavement

to be laid. 27. Payment.—The contractor will be paid for work done under this paragraph by the square yard

at the price bid for removing and replacing pavements, and the amount to be paid for shall be deter- mined by the length of pavement actually disturbed

with a width 2 feet greater than the pay-line width

of the trench. If a greater width of pavement shall have become displaced, the contractor shall satisfactorily restore such at his own expense.

PILING

28. Driving.—Piles of the quality specified under

Part I of these specifications are to be furnished and

driven by the contractor as shown on plans or as directed by the engineer. They are to be replaced

by the contractor at his own expense where broken

in driving or where driven off line. Piles are not to be driven until the trench has been excavated to the grade line. They must be properly pointed before being

driven and the butt protected by an iron ring to prevent brooming. They must be driven to suffi- cient depth to insure proper bearing power, the

necessary penetration to be determined by the

engineer.

29. Cut-off.—Each pile is to be cut off by the

contractor exactly level, so that the cap or masonry

which rests on it will have a firm and even bearing.

30. Caps.—Pile caps, if used, are to be of the dimensions shown on the plans or as directed by the

engineer, and are to be securely fastened to the piles

by oak-tree nails or by bolts and washers.

31. Payment.—In determining the length of new

pile to be paid for the part sawed off is not to be

deducted unless it exceeds 2 feet in length, in which

case all but 2 feet of the part sawed off is to be

deducted. Caps, if used, will be paid for by the board foot at the price bid, which shall include the

cost of fastenings. CONCRETE

32. Definition.—Whenever the term concrete is used herein it is understood to mean an intimate

and homogeneous mixture of cement, sand, and

coarse aggregate, with sufficient water.

33. Proportions.—Concrete shall be of four classes, proportioned as follows:

Class Cementsacks Sand Coarse

aggregate

A 1

11

i

Cubic feet 22H

3m

Cubic feet4

5

69

B

CD

In the case of concrete used in sufficiently large masses and of such consistency as to allow of packing without settlement bowlders not exceeding

459
518.67 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

cubic foot in volume may, at the option of the

engineer, be placed therein by hand in such manner

that each stone is surrounded by not less than 4

inches of concrete. Bowlders so used will be paid

for by volume, 2,000 pounds of bowlders being

considered as being equivalent to ^ cubic yard.

The volume of bowlders shall be deducted from the

total volume of concrete, the remainder being the amount of concrete which will be paid for. 87 34. Mixing by machine.—The concrete mixer

shall be designed to take one complete batch of materials (using whole bags of cement) and to mix that batch thoroughly before any portion of

it is withdrawn or any proportion of the succeeding

batch is introduced. The mixer shall be equipped

with a tank so designed that when once set it will automatically suppty to the mixer the amount of water so determined. The mixer shall be equipped

with an instrument for measuring the time of the

mix. Concrete shall be mixed at least one minute

after all the ingredients, including water, have been

discharged into the mixer. Where the character

of the work will permit concrete shall be mixed

in batches of % to 1 cubic yard and the mixer speed

shall be not less than 12 nor more than 19 revolutions per minute. Where small mixers are used the speed shall not exceed 22 revolutions per minute.

35. Hand mixing.—Where concrete is mixed by

hand the cement and sand shall be mixed dry on a

properly constructed wooden or steel platform

until it shall have an even and uniform color throughout. This mixture shall then be spread

to make a bed of uniform thickness, on which

shall be spread the coarse aggregate and the whole wet with the required amount of water and turned with square-pointed shovels until a uniform mixture

is secured, water being added from time to time

if, necessary.

36. Consistency.—In mixing concrete it is advis- able to use the least amount of water required to obtain a workable mix, and when the aggregate

is dry 6 gallons of water to a sack of Portland cement

is the maximum which should be used. Where a comparatively dry mix is to be used, as in inverts and near the crown of arches, the concrete must be

thoroughly tamped until the water flushes to the

surface.

37. Work in freezing weather.—When the temperature falls below 32° F. all the materials which enter

into the construction of masonry of any kind are to be thoroughly heated and used while hot. For

brick masonry and pipe joining this is to be done by

heating the brick and sand and the water with

which the mortar is used. For concrete masonry

it is to be done by heating the aggregates and water with which the concrete is mixed. As soon as the mortar or masonry is placed it is to be protected

from frost, either by back filling or by covering with

hay, straw, manure, or some similar substance to a depth of at least 1 foot. A covering of canvas or boards will not be considered sufficient, but where steam is available and it is practicable to cover all exposed masonry with canvas and introduce steam

underneath the canvas it will be deemed a sufficient protection to do so. When the temperature falls to or below 20° F. no mason work of any kind is to be

done except by special permission of the engineer

and strictly according to his directions, provided

that masonry may be laid in trenches 12 feet or more

in depth and width not exceeding one-third the depth.

" For concrete sewer projects of considerable magnitude, where

facilities are available for careful analysis of the aggregates and for making compression tests of concrete, the A. S. M. I. committee

r.ecommends a study of the Report of the Joint Committee on

Concrete and Reinforced Concrete. (See 516.3, p. 317.)

CONCRETE SEWERS BUILT IN PLACE

38. Line and grade.—Concrete sewers shall be

constructed to the alignment, grade, and dimensions

indicated on the plans or as designated by the

engineer. Unless otherwise specified or indicated on the

plans, they shall be constructed with class A concrete.

39. Machine and hand mixing.—Concrete shall be

machine mixed, except in emergencies or on isolated small jobs, when hand mixing may be allowed upon

express permission from the engineer. Both machine

and hand mixing shall be done as specified under

concrete.

40. Transporting concrete.—Provision shall be

made for quickly transporting the concrete from the mixer to the work with as little shaking as possible, so that the tendency of water to rise to the top may

be reduced to a minimum. Any concrete which

may have been compacted during transportation

shall be mixed before being placed in the work. Any

concrete delayed more than one-half hour in transit

shall not be used in the work.

41. Placing concrete.—Concrete shall be deposited

so as to maintain a nearly level surface and avoid

flowing along the forms. It shall be continuously

and sufficiently worked to expel air and to force the aggregate away from the forms. In special cases where concrete is to be deposited on slopes a comparatively dry mix may be used, but great care shall be exercised to spread such concrete evenly in layers not more than 6 inches in thickness and to ram it thoroughly. In general, the methods used shall be

such as to give a compact, dense, and impervious

concrete with a smooth surface.

42. Construction joints.—No horizontal construction joints shall be made except at the places shown

on the plans. Joints between succeeding sections

of the sewer shall be made vertically. All joints

shall be provided with dovetails or keyways for bonding with next section.

43. Joining new work to old.—When new work is joined to that already in place the contact surfaces

of the old concrete shall be thorouglily cleaned,

using a stiff wire brush, and, if necessary, a stream

of water, and shall be clean and wet at the moment

the fresh concrete is placed. A thick wash of rich mortar shall be run over the contact surface of the

old concrete. When considered necessary by the

engineer, the first 1 or 2 inches of the abutting concrete shall be picked off so as to remove the laitance or the old cement shall be washed off with acid or

alkali and then with water to remove all traces of them.

44. Finish of concrete surfaces.—Special care shall be taken that all inside concrete surfaces shall be

smooth and free from indentations or projections.

All surfaces shall be free from voids, exposed stones, and other imperfections. If such imperfections are found upon removing the forms the fault shall be

corrected at the contractor's expense by immediately filling with mortar or otherwise as directed.

45. Plastering of concrete surfaces.—No plastering

of any concrete surface shall be done unless expressly

permitted, and if so permitted shall be made in

strict accordance with directions. No payment will be made for plastering done to correct defective work.

46. Masonry in water.—No concrete or other masonry shall be deposited under water without

permission, and then only in accordance with directions. Water shall not be permitted to rise on any

masonry until it shall have set at least 12 hours.

47. Drying concrete.—Precautions shall be taken

to prevent concrete from drying until there is no

danger of cracking from lack of moisture. Con460
STOXE, SAXD, AND CEMENTITIO US MATERIALS 518.67

crete shall be kept moist for at least one week,

unless sooner covered with earth. This may be

done by a covering of wet sand, burlap, continuous

sprinkling, or by other methods approved by the

engineer.

48. Forms.—There shall be provided suitable

collapsible centers or forms with smooth surfaces of ample strength and rigidly braced. The bracing

shall be adequate to prevent deviations from the

correct lines. All steel forms shall be neatly and

accurately made with all similar parts in each

longitudinal section of form interchangeable with

other sections. Bent plates required to fit shall be

rolled and fabricated to the correct curves before assembling. Suitable forms shall be provided for bends in the sewer. Steel filler plates shall be

furnished. All wooden forms shall be built of clean, sound lumber, reasonably free from knots, dressed on all sides, and neatly fitted. Tongued-and-groove

material shall be used where required. The form

surface shall be water-tight, securely fastened to the

ribs or supports. No forms built up in the trench

or ribs with separate pieces of wooden lagging will be allowed except for specials or curves. No center

or form shall be used which is not clean and of proper shape and strength and in every way suit- able. Before placing concrete or reinforcement the forms shall be coated with lubricants to prevent

adherence of concrete.8S 49. Removal of arch forms.—Arch forms shall not be slackened until the back filling has been carried to a height of at least 1 foot above the top of the arch and tamped. The contractor shall be responsible

for all damage caused by premature removal of forms.

50. Back filling.—Back fill over and around arch

sewers shall be placed as soon as possible after concrete has set. The filling up to the plane of the top of arch shall be made from the best earth and

shall not contain a sufficient amount of stones to allow the pieces to become wedged. This part of the fill shall be made in layers of not over 6 inches and carefully tamped. If the remainder of the back

fill is dumped from buckets the contents of the buckets shall not be allowed to fall directly on the sewer but shall be deposited on existing back fill and

allowed to slide into the trench unless the impact is broken by timber grillage. Bracing should generally

be removed only when the trench below it has become substantially filled, and every precaution

shall be taken to prevent any large slips of earth from the side of the trench onto or against the green

arch.

51. Reinforcement.—Steel bars of the dimensions

shown for the reinforcement of concrete sewers shall be put in place as shown on plans. Bars shall be

bent without beating to the shapes shown and shall be placed in exact positions and with the spacings

shown. They shall be securely fastened so as to prevent displacement during the placing of concrete. The engineer reserves the right to order the use of special fastenings in order to hold the reinforcement

rigidly in place. All bars where spliced are to have a lap of at least forty times their diameter.

52. Construction of inverts.—On all sections having

a comparatively flat invert the complete invert shall be built first, while on all circular sections a center

strip of not less than one-fourth the circumference

shall be built. The invert or center strip shall be

placed in sections of not over 16 feet where the

surface is to be finished with end guides and a

longitudinal straight edge and not more than 20 feet where a separate lining of vitrified brick or tile is to be used.

58 Ordinary crude petroleum oil makes a satisfactory lubricant for forms and is the one most commonly used.

53. Finish of unlined inverts.—The concrete for the invert is to be laid in the trench as one operation

and the invert surface formed by the use of end

guides and straightedges and floated and troweled to true lines and cross section. Within two hours after the concrete is laid a dry mix of 2 parts of Portland cement and 1 part of sand, free from crusher dust and particles larger than y% inch, shall be sprinkled over it, floated, and troweled. This treatment shall be repeated at least once and as often as necessary

to obtain a smooth impervious finish. 54. Vitirified brick lining.—The concrete bottom

shall be shaped up to a fine Y% inch below the bottom

of the brick fining and allowed to set before brick- laying commences. Brick shall be laid by skilled bricklayers, using mortar of the quality as hereinafter specified under the heading " Mortar." Brick

shall be laid on edge as stretchers, to fines stretched between end guides for each three courses of brick and so that end joints are broken by a lap of at least 2 inches. Mortar joints shall not exceed }i inch in thickness and shall be carefully struck as soon as each length of section is completed, and all loose mortar shall be carefully removed. No brick shall be laid loose and subsequently grouted.

55. Vitrified tile invert lining for inverts.—Vitrified

tile for lining inverts shall be of the same quality as

specified for segmental blocks. The}7 shall be not more than 12 by 18 inches in surface area and not

less than 1 inch in thickness. The back of the tile shall be roughened and equipped with lugs or projections for bedding the mortar. The tile shall be

carefully bedded in wet mortar, the mortar bed to be

approximately one-half inch in thickness. Blocks

shall be laid in lines stretched between end guides for each course of block to be laid. Each block must

have an even bearing over its entire surface and the

finished surface shall be smooth and even and con- form accurately with the shape of the invert as shown on the plans.89 56. Hydrated lime.—Hydrated lime may be added

to concrete mix to increase its workability, at the

option of the engineer, and in the amounts ordered by him. B^-drated lime so used will be estimated

and paid for by the ton, which price shall include the

entire cost of furnishing, mixing, and placing, and

shall be in addition to the payment for concrete or

concrete sewers.90 57A. Payment.—Concrete shall be estimated in place and paid for by the cubic yard at the price bid, which price shall be full payment for all the cost of furnishing, mixing, placing, protecting, and pointing

of all concrete, and of furnishing, placing, and removing all centering and form work necessary. 57B. Payment.—Concrete sewers will be paid for by the linear foot of completed sewer, this price to

include all labor material and all ordinary excavation

necessary to build the sewer in accordance with the

plans and specifications. In making the classifica- tion the depth of the sewer shall be taken as the dis- tance from the surface of the ground to the invert. 58A. Steel bars for reinforcement will be estimated

and paid for by the pound at the respective prices bid for reinforcing steel bars, which prices shall be

full payment for furnishing, protecting, bending, and

placing all steel bars, and of furnishing and placing aU wires, clips, chairs, or other devices to be used for securing the bars. Payment will be made for all laps used for splices on transverse bars as shown on

the plans. On longitudinal bars the contractor will be paid for laps according to length of sections ordered put in. " The above three methods of finishing invert are given complete. Any one may be used as preferred.

80 Hydrated lime may be used to advantage in increasing the workability of concrete. Published tests indicate that it slightly reduces

strength.

461
518.67 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

59A. Invert finishing and invert lining will be

estimated and paid for by the square foot at the

respective prices bid, which prices shall be full pay- ment for the finished invert or finished lining complete. These prices shall be in addition to the amount paid for concrete in place contained in the

invert. MORTAR

60. Composition.—Mortar for brick or segmental

block masonry shall be made of 1 part Portland cement and 3 parts of sand. Mortar for pipe joints

shall be made of 1 part of Portland cement and 1 part

sand. The sand and cement shall be of the quality

specified in Part I, and shall be measured by volume,

94 pounds of cement to be used as 1 cubic foot. 61. Manner of preparation.—For either class of mortar the sand and cement shall be thoroughly

mixed dry in proper boxes and such quantity of clean water added as will produce a stiff mortar of the proper consistency. The whole mass shall be

thoroughly worked with proper tools. 62. Hydrated lime.—Hydrated lime may be added

to the mortar mix to increase its workability and paid

for in the manner hereinbefore specified under concrete. BRICK MASONRY

63. Quality.—All brick masonry, whether in sewers, manholes, inlets, or other structures, shall be made of brick and mortar of the quality herein- before specified and laid in a careful and workmanlike manner by skilled bricklayers.

64. Wetting.—All common brick shall be thoroughly wetted before being laid. 65. Freezing weather.—The provisions of the paragraph entitled "Work in freezing weather,"

under the heading Concrete, shall apply to brick masonry.

66A. Measurement and payment.—All brick masonry will be measured and paid for by the cubic foot at the price bid, which price shall be full payment for masonry in place, including plaster coat where

specified. Where dimensions are not shown on plans one ring will be estimated as 4}4 inches, two rings or wall masonry one brick length in thickness as 9

inches, three rings or wall masonry l)& brick lengths

in thickness as 13 inches, four rings or wall masonry

two brick lengths in thickness as 18 inches. BRICK SEWERS

67. Line and grade—Brick sewers shall be so constructed of the form and dimensions indicated on

the plans and shall be built to the lines and grades

given by the engineer.

68. Laying brick.—Brick shall be laid by placing

sufficient mortar on the bed and forcing the brick

into it at one operation. All bricks in each course

shall be stretchers and shall break joints with those

in adjoining courses, except at spring line, where

corners may be bonded with headers. No brick shall be laid loose and subsequently grouted.

69. Racking courses.—All unfinished brickwork

must be racked back in courses and the .mortar removed from the exposed surface of the bricks before it has had time to harden. When new work

is joined to old the surface of the bricks where joints are to be made must be washed and cleaned.

70. Brick laterals.—When two brick sewers inter- sect the junction shall be constructed as a plain inter- section of the two barrels and no bell-mouth arch

built unless specifically shown on the plans. Great

care shall be taken to obtain first-class brickwork on the two arches near the intersection and to trowel the inside surface wherever clipped brick have

been used.

71. Pipe laterals and slants.—Pipe laterals and

slants shall be built into the brickwork wherever

shown on the plans or designated by the engineer. In all cases the laterals shall enter the sewer at an

angle of at least 45°. Where slants can not be used

the pipe shall be neatly clipped to conform to the

inside face of the sewer and the edges neatly plastered

with cement mortar. In no case will jagged edges

be allowed to project into the barrel of the sewer. 72A. Payment.—Brick masonry will be estimated

and paid for as specified in section 66A, no deductions being made for manhole openings or gaps in the wall for junctions and slants. 72B. Payment.—Brick sewers will be paid for by

the linear foot of completed sewer, which price shall include all labor and material amd all ordinary earth excavation necessary to build the sewer in accordance with the plans and specifications. In making the

classifications the depth of the sewer shall be taken

as the distance from the surface of the ground to the invert, the length as the distance from center to center of manholes. CONSTRUCTION OF INVERTS OF BRICK SEWERS

73. Profiles.—In building inverts a profile of the same dimensions as the brickwork shall be securely

fixed at the forward end of the section and a line stretched between nails spaced around its inner

surface and corresponding points on the completed

invert for every three courses.

74. Joints.—The mortar joints on the inside ring

shall not exceed }{ inch in thickness. In the outer

ring, a thickness of % to inch will be permitted.

75. Striking joints and cleaning.—All joints on the

inside of the sewer shall be carefully struck as soon

as the section of invert is completed and the loose mortar removed from the sewer.

76. Water in trench.—Water which may collect in the trench ahead of the completed invert shall not be bailed up and thrown on the brickwork nor

allowed to overflow onto it until at least eight hours

after laying. CONSTRUCTION OF ARCHES OF BRICK SEWERS

77. Centers.—The arch shall be built on strongly

built centers, the working face of which shall be of the same dimensions as the arch to be constructed. The lagging shall be planed on one face and two

edges, laid on the templates in a tight and workmanlike manner,

78. Cleaning at spring line.—Before the centers are placed all earth or loose mortar shall be carefully

scraped from the spring line of the completed

invert, and if at any time before the arch is started

loose material falls from the side walls it shall be

thoroughly cleaned off before brick are laid. 79. Joints.—Where centers are to be pulled while

the mortar is still green the longitudinal joints shall be made as thin as it is practicable to make a full joint, and in no case greater than one-fourth inch

in thickness.

80. Plastering.—The exterior surface of the arch

shall be covered with a coating of mortar not less than three-eighths inch thick.

81. Drawing centers.-—When a section of arch is completed the entire space between the curved

masonry surface and the sides of the trench shall be filled with earth placed in 6-inch layers, each

thoroughly rammed to a height level with the extrados

of the brick arch. When this has been done to the

satisfaction of the engineer, and when the spring line of the invert ahead has been cleaned as provided in the paragraph styled "Cleaning at spring line," the center may be loosened and drawn ahead. They

shall be scraped clean immediately upon drawing.

82. Striking joints and cleaning.—As soon as the

center has been drawn before bricklaying is recom- menced the inside joints of the arch just completed

462
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.67

shall be carefully rubbed full and struck to give a smooth interior surface, and the loose mortar from

this work, together with any other rubbish, immediately removed from the sewer. SEGMENTAL BLOCK SEWERS

83. Line and grade.—Segmental block sewers

shall be constructed of the form and dimensions

shown and shall be built to the line and grade given

by the engineer.01 84. Joints.—Segmental blocks shall be laid so that all joints are staggered, using short blocks where

necessary. Care shall be taken that all joints are

filled with mortar, those on the inside of the sewer

not to exceed one-fourth inch in thickness. On

the 2-ring blocks the joints between the inner and

outer rings shall be formed by placing the last ring to be laid on a bed of mortar spread on the ring in place and tamping or squeezing the block into place. In order to insure that all space between blocks is filled, it will be necessary to spread an excess amount

of mortar, the excess being squeezed out as the block

is pushed into place. With 1-ring blocks the same

procedure shall be taken in closing the ship-lap

joint between blocks. With either kind of block

the blocks shall be so bedded that there are no offsets between blocks and that the inside face of the sewer

shall present a smooth straight surface.

85. New and old work.—When joining new work to that already in place the surface of the block where

joints are to be made must be washed and cleaned.

86. Mortar.—Mortar for segmental block sewers

shall be of the quality as specified under the heading "Mortar."

87. T and Y junctions shall be installed as shown on plans or as designated by the engineer,

and when not to be immediately used shall be

closed with earthenware covers held lightly in place by mortar. Payment will be made at the

price bid, which shall be in addition to the payment

for sewers to which these specials are attached,

and shall include the cost of covers.

88. Reducers.—Gradual reducers of a length of at least 10 feet shall be built wherever the size is changed. These reducers shall be built of brick masonry or concrete, according to the specifications for those classes of sewers, and will be paid for according to the prices bid for the items used. 89A. Measurement and payment.—Segmental

block sewers will be paid for by the linear foot

of completed sewer, and the length of the particular

size to be paid for shall be the actual invert length

of that size laid, which price shall be full payment

for segmental block sewers in place complete. On

2-ring work, where the outer ring is omitted in the invert, the sewer will be paid for at three- fourths the price bid for full section. 89B. Measurement and payment.—Segmental

block sewers will be paid for by the linear foot

of completed sewer, which price shall include all labor and material and all ordinary earth excavation necessary to build the sewer in accordance

with the plans and specifications. In making the

classification the depth of the sewer shall be taken

as the distance from the surface of the ground to the invert, the length as the distance from center

to center of manholes. CONSTRUCTION OF INVERTS OF SEGMENTAL BLOCK SEWERS

90. Templets.—In building inverts a templet

of the same dimensions as the section of the sewer

91 Segmental tile is a comparatively new material for sewer construction. It can usually be used to advantage in competition with

other sewer materials. Several types are available. The engineer

considering the use of this material should carefully investigate its applicability to the particular conditions as well as the various types,

their safe bearing load, and facility for construction as compared to other standard materials.

shall be securely fixed at the forward end of the

section and a line stretched between rails spaced

around its inner surface and corresponding points on the completed invert for each course of block

to be laid. 91. Bearing.—In laying the outer ring of the

invert care should be taken to obtain a solid and

even bearing for each block and concrete or mortar

used when necessary to smooth up the bed.

92. Inverts in rock.—On 2-ring work, where

solid rock is encountered in the invert, the outer

block may be omitted and the inner block with mortar and concrete backing used. The class C

concrete backing shall be accurately brought to a fine 2}{ inches from the inside face of the block. Mortar of the proper consistency shall then be

spread on this concrete backing and the block brought to line by pressing into the mortar bed.

93. Striking joints and cleaning.—All joints on the inside of the sewer shall be rubbed full and

jointed as soon as a section of the invert is completed

and all loose mortar shall be removed from the

sewer.

94. Water in trench.—Water which may collect

in the trench ahead of the completed invert shall not be bailed up and thrown on the completed

invert nor allowed to overflow onto it until at least eight hours after laying. CONSTRUCTION OF ARCHES OF SEGMENTAL BLOCK SEWERS

95. The provisions of the paragraph titled "Centers, cleaning at spring line, drawing centers, and striking joints and cleaning," under the heading

"Construction of arches of brick sewers," shall apply similarly to the construction of arches of segmental block sewers.92 96. Exterior joints.—The exterior joints of the arch shall be filled with mortar before any back

filling is done.

PIPE SEWERS

97. Grade.—The grade as shown on the profile

is that of the inner side of the invert and to which

the work must conform. A variation of one-half inch from this will be deemed sufficient reason to cause the work to be rejected and rebuilt. The

engineer will set all stakes for lines and grades,

which the contractor must maintain and keep

uncovered, so that they can be examined at any

time. The grade shall be kept by line or ranging

rods, as the engineer shall direct. Such ranging

rods, poles, levels, straightedges, etc., as are re- quired for the work will be furnished by the contractor.

98. Shaping trench bottom.—The bottom of the trench shall be shaped so as to conform as nearly as

possible to the outside of the pipe, particular care being taken to recess the bottom of the trench in such manner as to relieve the bell of all load. In rock the excess excavation shall be refilled to sub- grade with % inch gravel or class D concrete, thoroughly tamped and shaped to fit the bottom of the pipe so that at least the lower third of the pipe

is evenly supported throughout its entire length.

Gravel or class D concrete used for this purpose will be paid for at the prices bid, the amount to be paid

for being the same as the amount of class A excavation below subgrade.

99. haying.—Each pipe shall be laid to the line and grade given by the engineer and in such a manner as to form a close concentric joint with the

adjoining pipe and prevent sudden offsets of flow

line. All pipes shall be laid with bells uphill. The

subgrade must be kept free from water while pipes

82 For loadings which might exceed the strength of segmental

block arches the strength can be materially and cheaply increased by partially filling the haunch with concrete instead of eartn.

463
518.67 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

are being laid. Joints shall be made in the manner

specified in the following two paragraphs.

100. Cement joints.—A closely twisted hemp or oakum gasket of such diameter as required to sup- port the spigot of the pipe at the proper flow-line grade and make truly concentric joints, and in one

piece of sufficient length to pass around the pipe

and lap at the top, shall be thoroughly saturated in cement mortar. This gasket shall be laid in the bell for the lower third of the circumference of the joint

and covered with mortar specified for pipe joining.

The spigot of the pipe shall then be inserted and carefully driven home, after which a small amount of mortar shall be inserted in the annular space around

the entire circumference of the pipe. The ends of the gasket shall then be wrapped around the pipe

and solidly rammed into the joint with a calking

tool, the mortar previously placed being driven

ahead of the gasket. The remainder of the joint

shall then be completely filled with mortar and

beveled off to an angle of 45° with the outside of the

pipe. On pipes of 18 inches or larger in diameter,

the joints shall be pointed and smoothed from the

inside. 101. Hot poured joints.—Joints shall be carefully centered and calked as specified in the preceding

paragraph. A suitable runner then shall be placed

and the compound, heated to a temperature of ap- proximately 400° F., shall be poured into it in such a manner that the annular space shall be completely

filled. When bituminous joints are used it will be

permissible to make alternate joints before lower- ing pipe into trenches.93 102. Cleaning.—The interior of the sewer shall, as the work progresses, be cleared of all dirt, cement,

and superfluous materials of every description. On

small sewers, where cleaning after laying may be

difficult, a swab or drag shall be kept in the pipe

fine and pulled forward past each joint immediately

after its completion.

103. Back filling.—Before the usual back filling is commenced, fine earth shall be tamped around and

above the pipe to a depth of 1 foot above the

extrados. No walking over the pipe will be allowed

until 1 foot of back fill is complete. Care shall be

taken to prevent any disturbance to the pipe or damage to newly made joints. 104. Junctions.—T or Y junctions shall be installed at the places shown on plans or designated by the

engineer, and when not to be immediately used shall be closed with earthenware covers held tightly in place by mortar. Payment will be made at the

price bid, which shall be in addition to amount paid per linear foot of sewer, and shall include the cost of covers. 105A. Measurement and payment.—Pipe sewers

will be paid for by the linear foot of completed sewer, the length of the particular size to be paid for shall be the actual length of that size laid. This price

shall be full payment for furnishing pipe and

joining materials and incorporating them into a completed sewer as specified above. 105E. Measurement and payment.—Pipe sewers

will be paid for by the linear foot of completed

sewer, which price shall include all labor and materials and all ordinary earth excavation necessary to build the sewer in accordance with the plans and

specifications. In making the classification the depth of the sewer shall be taken as the distance from the surface of the ground to the invert, the

length as the distance from center to center of manholes.

M For combined sewers and sanitary sewers in dry ground, cement

joints are considered satisfactory. For sanitary sewers below the ground water table, bituminous joints are preferred. The use of a concrete cradle in the latter case may sometimes be advisable.

MANHOLES AND INLETS

106. Materials.—Manholes and inlets may be

built of either concrete or brick masonry.

107. Concrete.—Concrete manholes and inlets are

to be constructed of class A concrete, using tight,

smooth forms, and shall be of the same quality of workmanship and materials as specified under "Concrete and concrete sewers."

108. Brick.—Brick manholes and inlets shall be

built of brick masonry of the quality as specified

under "Brick masonry." Every fifth course of brick

shall be laid as stretchers, the remainder being laid as headers. Every brick shall have full mortar

joints on the bottom and sides, which shall be formed

at one operation by placing sufficient mortar on the bed and forcing the brick into it. Horizontal joints

shall not exceed % inch, and the vertical joints on

the inside of the manholes shall not exceed 34 inch. Joints on the inside face are to be carefully rubbed

full and struck as the manhole is built up. A single

rowlock shall be turned over ah incoming and

outgoing pipes. 109. Steps.—During the construction of each

manhole, steps of wrought iron or cast iron shall be set in place on the inside of the manhole, beginning 2 feet above the bottom and placed not more

than 18 inches apart. These steps are to be of the dimensions shown on the plans and shall be firmly

built in the wall, allowing them to project Z%

inches from the inside of the manhole.

110. Frames and covers.—When the manhole or

inlet masonry is completed, frames or covers of the dimensions and materials as shown on the plans

are to be set in place to the line and grade given

by the engineer. Ill A. Payment.—Masonry in manholes and

inlets will be estimated to the dimensions shown

on the plans and paid for at the price bid per cubic

foot of masonry of the class used. Frames and

covers will be paid for by the piece at the price

bid. In all cases the amount paid shall be full payment for aU work in place complete.

11 IB. Payment.—Manholes and inlets will be

paid for at a lump-sum price for each manhole and

inlet respectively complete, including ordinary

earth excavation, covers, steps, and masonry. In making the classification the depth of the manhole

shaU be taken as the distance from the surface of the ground to the flow line grade of the manhole.

American Society for Testing Materials, standard

specifications for clay sewer pipe, serial designation

C 13-24, 1924. See 531.5, page 517. American Society for Testing Materials, standard

specifications for cement concrete sewer pipe,

serial designation C14—24, 1924.

1. These specifications cover cement-concrete

products intended to be used for the conveyance of sewage, industrial wastes and storm water.

2. Pipes furnished under these specifications

shall be of a single class to be designated " A. S. T. M., Cement-Concrete Sewer Pipe."

MATERIAL AND MANUFACTURE

3. (a) Cement-concrete pipes shall be manufactured from Portland-cement concrete.

(b) Concrete.—By concrete is meant a suitable mixture of Portland cement, mineral aggregates,

and water, hardened by hydraulic chemical action.

(c) Cement.—Portland cement shall meet the requirements of A. S. T. M. C9. (See 516.11, p. 294.)

(d) The materials shall possess such physical and

chemical properties that when molded into pipes

and properly cured the product will be strong,

484
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.67

durable, and serviceable, free from objectionable

defects, and in compliance with these specifications

and tests. CHEMICAL TESTS AND REQUIREMENTS

4. The consumer or purchaser may prescribe in advance special chemical requirements in cases where sewage, industrial wastes, or ground waters have marked acid or alkaline character, or are of abnormally high temperatures. He may make use

of chemical analysis of the pipe materials to ascer- tain whether these special requirements are met. The presence of deleterious materials causing

slaking or disintegration shall be cause for rejection.

PHYSICAL TESTS

5. The physical tests of pipes shall include crushing test, hydrostatic pressure test, and absorption

test.

6. The specimens to be tested shall be selected by the purchaser or his representative at the point

or points designated by him when placing the order. The manufacturer or seller shall furnish specimens

for test, without separate charge, up to 1 per cent

of the number of pipes to be delivered or furnished

in each size of pipe, except that in no case shall the number of specimens furnished be less than five.

7. (a) Failure of 20 per cent of the specimens to meet the requirements of any of the tests imposed,

shall result in rejection of all the pipe in the shipment"

or delivery, corresponding to the sizes thus failing to comply; except that in the event of 20 per cent

of the specimens in any size failing to meet the lequirements, the manufacturer or seller may, with

the consent of the consumer or purchaser, furnish

for test, without charge, additional specimens from

the same shipment to be selected as specified in section 6. In case more than 80 per cent of the specimens tested, including those first tested, shall show substantial compliance for each of the various

tests performed, then the entire shipment or delivery

for this size shall be accepted; otherwise it shall be

rejected.

(6) In addition to the foregoing requirements,

failure of individual specimens to develop 75 per cent

of the average crushing strength requirements shall be cause for rejection of the shipment, but the seller may cull the pipe and submit the balance of the shipment for retest, and, if the shipment then passes ad of the requirements of these specifications, it shall be accepted.

Table 1.

Dimensions, etc., of cement-concrete sewer -pipe furnished as test specimens

Specimon

No.

Date Job

No.

Material

Manufacturer

Location

of

factory

Nominal

size

(inches)

Weight

(pounds)

Length

(feet)

Thickness of spigot (inches) Thickness of socket (inches)

Internal diameter (inches)

Remarks

Spigot Back of socket Socket

Invert Crown Side SideInvert Crown Side Side

Vertical Horizon- tal Vertical Horizon- tal Vertical Horizon- tal

8. The specimens of pipes shall be sound, full-size pipe. They shall first be freed from all visible moisture. When dry, each specimen shall be

weighed, measured, and inspected. The results of these observations shall be recorded and preserved

as shown in Table 1. 9. Specimens which, when placed in a vertical

position, do not give a metallic ring when struck with a hammer, or are observed to have cracks or other defects in form or dimensions in excess of the

limits permitted in these specifications, shall be

discarded and replaced with additional specimens

from the shipment.

(A) CRUSHING TEST

10. (a) Any prime mover or hand power which

will apply the load at a uniform rate of about 2,000

pounds per minute, or in increments of not more

than 100 pounds at the same rate, may be used in making the test.

(6) The pipe shall not be allowed to stand under

load longer than is required to apply the load and to observe and record it. (c) The testing machine shaU be substantial and

rigid throughout, so that the distribution of the load

will not be affected appreciably by the deformation

or yielding of any part.

465
518.67 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

(d) The bearings and the specimen shall be accurately centered so as to secure a symmetrical distri- bution of the loading on each side of the center of the pipe in every direction.

(<?) The load shall be applied until the pipe yields

by cracks passing through the shell. 11. Two edge bearing test— (See A. S. T. M. C4-24,

534.21, p. 608, section 19.) The crushing strength shall be calculated by

dividing the total load required to break each pipe

by the net inside length of the barrel of the pipe,

measuring from the bottom of the socket to the end

of the spigot.

12. Three edge and sand bearings.—(See A. S. T. M.

C4-24, 534.21, p. 608, sections 18 and 20.)

(B) HYDROSTATIC TEST

13. Sound full-size pipe not exceeding about 25

per cent of the specimens received for test in each

size of pipe, shall be tested for leakage under internal hydrostatic pressure. The ends of the pipe shall be tightly closed by

wooden or metallic bulkheads or covers faced with

rubber or leather so that no leakage shall occur through the covers at the test pressure. One cover

shall be provided with a %-inch wrought-iron nipple

passing through the cover, and held securely in place

and made water-tight by means of lock nuts and

washers or gaskets. The outer end of the nipple

shall be connected with a pump discharge or water

service line. Water pressures, as measured by a standardized gauge attached to the delivery pipe close to the specimen, shall be internally applied to the specimen

as follows:

5 lbs. /in. 2 for 5 minutes

10 lbs. /in. 2 for 10 minutes

15 lbs./in.2 for 15 minutes The specimens shall show no leakage under these

pressures. Moisture appearing on the surface of the pipe in the form of patches or beads, adhering to the

surface, shall not be considered leakage.

(C) ABSORPTION TEST (The requirements for this test are the same as for the absorption test in A. S. T. M. C4, see 534.21,

p. 608, with the exception of the following items

peculiar to the type of commodity in this specification.)

14. (a) The specimens shall be sound pieces with

all edges broken, and may be from pipes broken in the crushing or other tests. They shall be from 12

to 20 square inches in area, and shall be as nearly square as they can be readily prepared. They shall be free from observable cracks, fissures, laminations,

or shattered edges.

(6) Each specimen shall be marked so that it may

be identified with the pipe used in the crushing test from which the specimen was taken. The marking

shall be applied so that the pigment used shall not

cover more than 1 per cent of the total superficial area of the specimen.

Table 2.

Physical test requirements of cementconcrete sewer pipe

Internal diameter (inches)

Average

strengl

per linea

Knife-edge1 and 3-edge! bearings

crushing

h (pounds

- foot)

Sand bearings 3

Maximum

absorption

Per cent 4 1,000 1,430 8

6 1,000 1,430 8

8 1,000 1,430 8

10. 1,100 1,570 8

12 1,200- 1, 710 8

15 1,370 1,960 8

18 _ _ 1, 540 2,200 8

21 1, 810 2,590 8

24... 2,150 3,070 8

27. 2,360 3, 370 8

30 - 2,580 3,690 8

33 2,750 3,930 8

36 3, 080 4, 400 8

39 _ 3, 300 4, 710 8

42 3, 520 5,030 8

i See sec. 11. 2 See sec. 12. 3 See sec. 13. PHYSICAL TEST REQUIREMENTS

15. The test requirements of cement-concrete pipe

shall be as given in Table 2. The individual results

of the various tests for each size of pipe and for each

shipment class and mill shall be tabulated separately

so as to show the percentage which fails to comply

with the requirements of each test. Table 3.

Dimensions of cement-concrete sewer pipe

Internal diameter (D),

inches Laying length (L)

Inside diameter

at mouth

of socket

(Dj)>

Depth of socket

(L.)

Mini- mum

taper of socket (H)

Thickness of barrel (T) Thickness of socket (Ts)

4.6.

8.

1012

15

18

2124

27

30

33

36.

39.

42.

Feet

2, 1\<i

2, 2H

2, 2Vi, 3...

2, 2H, 3._.

2, 2H, 3...

2. 2H, 3...

2, 21/2, 3...

2, 2H, 3...

2, 2H, 3...

2*6, 3

2H, 3

V/i, 3

2Yi, 3 2H, 3

2Yt, 3

Inche

6mw%

1315H

1854 22)4 26

29)6

33)4

37

40)4

44

47)4

51

Inchesm22H

2H

2*6 2H

2H

2%

3

3)4

3*6 44

4

4

1:20 1:20

1:20

1:20 1:20

1:20

1:20

1:20

1:20

1:20

1:20

1:20

1:20

1:20

1:20

Inches

946

1Hm

m2H

2*6 2%

3

3)4

3*6

The thickness of the socket J4 inch from its outer end shall bo not less than three-fourths of the

thickness of the barrel of the pipe.

When pipes are furnished having an increase in thickness over that given in last column, then the diameter of socket shall be increased by an amount equal to twice the increase of thickness of barrel.

466
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.71

A. S. T. M. SIZES AND DIMENSIONS

16. Pipes shall be furnished of the sizes, internal diameter, and with the dimensions give in Tables 3 and 4. Where several lengths are mentioned in the

table the consumer or purchaser shall indicate, at the time of purchase, which lengths shall be furnished; and unless so indicated the manufacturer shall fur- nish such lengths as he may elect. 17. The permissible variation from the dimensions

given in Table 3 shall not exceed those stated in Table 4. Where the thickness of barrel is increased beyond that given in Table 3 in order to meet the

specified requirements of strength, the diameter

at inside of socket shall be increased by double the

increase in thickness of barrel. Pipes intended to be straight shall not have variation in alignment of more than y% inch per foot length.

WORKMANSHIP AND FINISH

18. Pipes shall be substantially free from fractures, large or deep cracks and blisters, laminations and

surface roughness.

19. The ends of the pipes shall be square with their longitudinal axis. 20. (a) Special shapes shall have a plain spigot end

and a socket end corresponding in all respects with

the dimensions specified for pipes of the corresponding

internal diameter. Branches shall be furnished to lay the same lengths as straight pipe. All specials

shall conform in finish to the workmanship and

finish specifications for pipes.

Table 4.

Permissible variations in dimensions of cement-concrete sewer pipe

Limits of permissible variation in

Normal size, in inches Length

per foot (-)

Internal

Spigot (±)

diameter

Socket (±)

Depth of socket (-)

Thickness of barrel (-)

Inch Inch Inch Inch Inch

4 H X a Me

6 Yi Me Me Yi Me

8 H H Yi Yi Me

10 M U Yi Yi Me

12 H Y* Yi 34 Me

15 H Yi Yi Yi %2

18 M Yi Yi Yi %2

21 H Me Me Yi M> 24 3A Me Me Yi K> 27 % Me Me Yi H

30 % % % Yi H

33 % H % Yi Me

36 H H Yi Me

39 H H M- Yi Me

42.. _ H a Yi Me

Note.—The minus sign (— ) alone indicates that the plus variation

is not limited; the plus and minus sign (±) indicates variation in both

excess and deficiency in dimension.

(b) Slants shall have their spigot ends cut at an

angle of approximately 45° with the longitudinal

axis.

(c) Curves shall be at angles of 90°, 45°, 22J/2 °, as required. They shall conform substantially to the curvature specified.

(d) Branches shall be furnished with the connection or connections of the size or sizes specified,

securely and completely fastened in the process of manufacture to the barrel of the pipe. T-branches

and double T-branches shall have their axes per- pendicular to the longitudinal axis of the pipe.

Y-branches, double Y-branches, and V-branches

shall have their axes approximately 45° from the

longitudinal axis of the pipe measured from the

socket end. All branches shall terminate in sockets,

and the barrel of the branch shall be of sufficient length to permit making a proper joint when the connecting pipe is inserted in the branch socket.

(e) Channel or split pipe, curves, and branches

shall be accurate half sections of the corresponding

size of pipe or other specials.

MARKINGS

21. Pipes shall bear the initials or name of the

person, company, or corporation by whom they are manufactured, and the location of the mill. The

markings shall be indented or stenciled on the

exterior or interior of the barrel near the socket and

shall be plainly legible for purpose of identification. INSPECTION

22. All pipes shall be subject to inspection at the

factory, trench, or other point of delivery by a competent inspector imployed by the consumer or purchaser. The purposes of the inspection shall be to cull and reject pipes which, independent of the

physical tests herein specified, fail to meet the requirements of these specifications.

23. Pipes shall be subject to rejection on account

of the following:

(a) Variations in any dimension exceeding the

permissible variations given in Table 4.

(6) Fracture or cracks passing through the shell or socket, except that a single crack at either end

of a pipe not exceeding 2 inches in length or a single fracture in the socket not exceeding 3 inches in width

nor 2 inches in length will not be deemed cause for rejection unless these defects exist in more than 5

per cent of the entire shipment or delivery.

(c) Blisters where the surface is broken or which

project more than % inch above the surface.

(d) Defects which indicate imperfect mixing and

molding.

(e) Cracks sufficient to impair the strength,

durability or serviceability of the pipe.

(J) Variation of more than }i inch per linear foot

in alignment of a pipe intended to be straight.

(g) Failure to give a clear ringing sound when

placed on end and dry-tapped with a light hammer.

' (h) Insecure attachment of branches on spurs.

24. All rejected pipes shall be plainly marked by

the inspector and shall be replaced by the manufacturer or seller with pipes which meet the require- ments of these specifications, without additional

cost to the consumer or purchaser.

American Society for Testing Materials, standard

specifications for clay sewer brick, serial designation

C32-24, 1924. See 534.11, page 581. Federal Specifications Board, specification No.

495, United States Government master specifica- tion for pipe, concrete, plain, June 10, 1927. (This specification is based on American Society

for Testing Materials specification C14 (see p. 464),

and is practically identical with that specification.

This specification does not include requirements for the use of sand bearings under the crushing test, which are part of the crushing test requirements in the A. S. T. M. specification, and makes no provision for chemical tests and requirements, which

are included in the A. S. T. M. specification.)

518.7 RESERVOIRS, TANKS, POOLS, ETC.

518.71 Fuel Storage Tanks.

National Board of Fire Underwriters, regulations

for the installation of containers for storing and

handling flammable liquids, 1927.

467
518.71 STANDARDS AND SPECIFICATIONS FOR NONMBTALLIC MINERALS

DESIGN AND CONSTRUCTION OF CONCRETE

FUEL OIL STORAGE TANKS

ACCEPTABILITY OF CONCRETE TANKS

Concrete tanks may be used for the storage of fuel

oil when the liquid is under 35° B.

SIZE AND LOCATION The size of the tank and its location also, whether

it shall be underground, above ground, or inside a

building shall conform in all respects with the cur- rent Regulations of the National Fire Protection

Association for the Construction and Installation of Oil-Burning Equipments.

flanged sections with a space of about 1 3^ inches left between the flange and the concrete on each side of the

wall. This space shall be calked later with litharge

and glycerin or other satisfactory oil-proof material.

It is also advisable to provide a ring projecting about

2 inches around the pipe sleeve to engage the

concrete.

SUPERVISION: OF DESIGN AND CONSTRUCTION A competent, experienced designing and constructing engineer satisfactory to or representing the owners shall be responsible for the design of the tank. Detailed plans shall be submitted for approval to the inspection department having jurisdiction before the installation is started.

Figure 131.

Application of dimensions given in Table 8 ROOF

All tanks shall be built with a concrete roof. Roof

shall be made gas tight at junction with walls and

shall be constructed without unprotected openings. FOUNDATIONS The tanks shall be set on firm well tamped earth, rock, or other suitable foundation to guard against

settlement. The foundations shall be constructed

to provide full bearing for the tank bottom.

PIPE CONNECTIONS, FITTINGS, AND AUXILIARY EQUIPMENT

(a) The installation and arrangement of all pipe

connections and fittings, including vent pipe, filling pipe, manhole covers, oil level indicating device, heaters and heating pipe, oil pipes, and embankments or dikes shall conform in all respects with the

current Regulations of the National Fire Protection Association for the Construction and Installa- tion of Oil Burning Equipments.

(6) All pipes shall pass through the roof if possible.

Where pipes pass through the tank there shall be

The work of construction shall be under the

supervision of a competent engineer who shall superintend and inspect the placing of the concrete.

DESIGN OF CONCRETE TANK

Loads

(a) Tanks shall be designed to provide for all internal and external loads. These include:

1. Full hydrostatic pressure of contents upon

floor and walls.

2. External hydrostatic pressure upon floors and

walls.

3. Earth pressure on walls.

4. Live and dead loads on roof.

(6) Column loads shall be distributed over a

proper area by providing adequate footings and

floor reinforcement.

(c) The hydrostatic pressure in the soil shall be

considered equivalent to a fluid pressure of 62J^ pounds per cubic foot for the full head of water.

Note.—While the hydrostatic pressure in soil is generally about

50 per cent of the full hydrostatic pressure, the greater value is recommended as a factor of safety for unforeseen conditions.

468
STONE, SAND, AND CEMENTITIOtJS MATERIALS 518.71

Temperature Reinforcement Temperature reinforcement shall be placed in the

walls and floor independent of other reinforcement, the steel ratio being not less than one-third of 1 per

cent. The minimum range in temperature should be

predetermined as a basis of calculation.

Thickness of Walls The minimum thickness of walls shall be 8 inches

at the top and 10 inches at the bottom in order to give sufficient space for spading.

Unit Stresses

(a) Steel in tension in the walls and floor shall be

designed for a safe working stress of 10,000 lbs. /in. 2

, whether in circumferential tension or in tension due

to bending moments.

(6) In continuous or restrained members positive

and negative bending moments shall be given equal

consideration.

(c) In circumferential walls the thickness shall be

based upon a maximum tensile strength in the

concrete of 150 lbs. /in.2

, but in no case shall be less than the minimum thickness given above. (Par. 9.) (d) Working stresses in the concrete and steel for

all cases not covered in (a) and (b) shall conform with

the recommendations of the current Report of the

Joint Committee on Concrete and Reinforced

Concrete. CONSTRUCTION

Materials

(a) The cement shall meet the requirements of the

current standard specifications for Portland cement

adopted by the American Society for Testing Materials and the American Concrete Institute. (See

516.11, p. 287.) It shall be stored in a weather-tight

structure with the floor raised not less than 1 foot from the ground. Cement that has hardened or

partially set shall not be used.

(6) Before delivery on the job, the contractor

shall submit to the engineer in charge a 50-pound

sample of each of the aggregates proposed for use. These samples shall be tested and if found to pass

the requirements of the specifications, similar material shall be considered as acceptable for the work.

(c) Fine aggregate shall consist of natural sand

or screenings from hard, tough, crushed rock or

pebbles, clean and free from any surface film or coat- ing and graded from fine to coarse particles passing

when dry, a sieve having four meshes per linear

inch. Fine aggregate shall not contain injurious

vegetable or other organic matter as indicated by

the colorimetric test, nor more than 7 per cent by

volume of clay or loam. Field tests may be made

by the engineer on fine aggregate as delivered

at any time during the progress of the work. If there is more than 7 per cent of clay or loam by vol- ume in one hour's settlement after shaking in an

excess of water the material represented by the sample shall be rejected. Note.—The colorimetric test may be applied in the field as follows:

Fill a 12-ounce graduated prescription bottle to the 4J^-ounce mark

with the sand to be tested. Add a 3 per cent solution of sodium

hydroxide until the volume of sand and solution, after shaking, amounts to 7 ounces. Shake thoroughly and let stand for 24 hours. The sample should then show a practically colorless solution or at most a solution not darker than straw color.

(d) Coarse aggregate shall consist of clean, hard,

tough, crushed rock, or pebbles graded in size, free from vegetable or other organic matter and should

contain no soft, flat, or elongated particles. The

size of the coarse aggregate shall range from 1 inch down, not more than 5 per cent passing a screen having four meshes per linear inch and no inter- mediate sizes shall be removed.

(e) Crusher-run stone, bank-run gravel, or mixtures of fine and coarse aggregates prepared before

delivery on the work shall not be used because the

ratio of fine to coarse material varies so widely as

to lead to concrete mixtures of greatly varying proportions.

(J) The water shall be free from oil, acid, and

injurious amounts of vegetable matter, alkali, or other salts.

(g) The reinforcing metal shall meet the require- ments of the current standard specifications for

billet steel reinforcement of the American Society for Testing Materials excepting that twisted square

bars shall not be employed in the construction. Reinforcing shall be free from excessive rust, scale, paint, or coatings of any character which will tend

to reduce or destroy the bond.

Proportions of Concrete Mixture

(a) The unit of measure shall be the cubic foot. Ninety-four pounds (one sack or one-fourth barrel)

of Portland cement shall be assumed as 1 cubic foot.

(b) The concrete shall be mixed in a proportion

by volume not leaner than 1 sack of Portland cement,

1% cubic feet of fine aggregate and 3 cubic feet of coarse aggregate.

(c) The method of measuring the materials for the concrete, including water, shall be one which will insure separate and uniform proportions of each of the materials at aU times.

Method of Mixing

(a) All concrete shall be mixed by machine in a

batch mixer of an approved type equipped with

suitable charging hopper, water storage, and a water measuring device which can be locked. The mixing

plant shall be of sufficient capacity and power to carry out each prearranged operation without danger

of delay during the process.

(6) The ingredients of the concrete shall be mixed

to the required consistency and the mixing continued not less than one and one-half minutes after all materials are in the mixer and before any part of the batch is discharged. The mixer shall be emptied

before receiving materials for the succeeding batch. The volume of the mixed material used per batch

shall not exceed the manufacturer's rated capacity

of the drum.

(c) In no case shall aggregates . containing frost or lumps of frozen material be used.

(d) The quantity of water used in mixing shall be

the least that will produce a plastic or workable

mixture which can be worked into the forms and

around the reinforcement. Under no circumstances

shall the consistency of the concrete be such as to permit a separation of the coarse aggregate from the mortar in handling. An excess of water shall not be

permitted as it seriously affects the strength of the

concrete and any batch containing such an excess

shall be rejected.

(e) The retempering of mortar or concrete which

has partially hardened; that is, remixing with or without additional materials or water shall not be

permitted.

Depositing of Concrete

(a) Before beginning a run of concrete, all hardened concrete or foreign material shall be completely

removed from the inner surfaces of all conveying

equipments.

(b) Before depositing any concrete, all debris

shall be removed from the space to be occupied by

the concrete, all steel reinforcing shall be secured in

its proper location, all forms shall be thoroughly

wetted except in freezing weather unless they have

been previously oiled and all form work and steel

469
518.71 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

reinforcing shall be inspected and approved by the

engineer.

(c) Concrete shall be handled from the mixer to the place of final deposit as rapidly as possible and

by methods of transporting which will prevent the

separation of the ingredients. Chutes shall not be

used. The concrete shall be deposited directly into the forms as nearly as possible in its final position so as to avoid rehandling. The piling up of concrete material in the forms in such manner as to permit the escape of mortar from the coarser aggregate shall not be allowed. Under no circumstances shall concrete that has partially set be deposited in the work.

(d) Where continuous placing of concrete in floor and walls is impracticable, the operations shall be in the following order:

1. The concrete of all footings and floor, which

shall be placed monolithically.

2. The concrete of walls.

3. The concrete of columns, if any.

4. The concrete of the roof.

(e) No break in time of over 45 minutes shall occur during any one operation. Between placing

of columns and supported roof slabs an interval

of at least six hours shall elapse to permit the settle- ment of concrete in the columns. In placing concrete in floors, it shall not be allowed to set up on

exposed vert'ca' faces where work is temporarily

discontinued.

(/) In walls, the concrete shall be placed in layers

of not over 12 inches for the entire wall so that a

monolithic structure will result. The concrete

shall be thoroughly worked around the reinforcing material so as to completely surround and embed

the same.

(g) If the placing of concrete is unavoidably

interrupted by accident or otherwise, the previous

surface shall be roughened and washed clean with

a hose, a mixture of 1 : 1 mortar slushed on uni- formly before further concreting is done and the new concrete deposited immediately thereafter.

(h) When deposited in the forms, concrete shall be thoroughly spaded against the inner and outer

faces of the forms so that it will densely compact

and force out the trapped air and work back the

coarser particles from the face of the forms.

Note.—More and better work can be accomplished by using

light wooden sticks 1 by 2 inches, planed smooth with sheet steel blade at lower end rather than with heavy spades. Enough laborers should be employed, spading continuously, to obtain satisfactory

results.

(i) During freezing weather, the stone, sand, or water or all three materials shall be heated so that the concrete mixture will have a temperature of at least 60° F. After the concrete is deposited,

precaution shall be taken to prevent freezing for at least 48 hours. Concreting shall not be begun

when the temperature is below 15° F.

Forms

(a) The forms shall be of a good grade of lumber,

planed to a uniform thickness and width, tongued

and grooved for walls, strongly made, and located

or held in place either by exterior bracing or, on the

outside of circular walls, by circumferential bands,

so that no distortion allowing displacement of concrete is possible.

(6) Joints in forms shall be tight so that no

mortar will escape. If forms are to be reused, they

shah be thoroughly cleaned. (A slush mixture of one-half petrolatum and one-half kerosene makes a good mixture for oiling forms.) The use of bolts or wires through the concrete shall be prohibited.

All spreaders shall be removed.

(c) The forms shall not be removed until the concrete has sufficiently hardened so that no deflection or damage will result. In warm weather column

and wall forms shall remain undisturbed for at least 48 hours and roof forms at least 7 days. In cold weather no predetermined rules can be made.

(d) Contractors equipped to handle the work

with sliding forms may be permitted to do so, provided the forms are left at one level until the

concrete which will be exposed on raising them has hardened sufficiently to sustain the weight of the

concrete above.

Details of Construction

(a) Reinforcing steel shall be cleaned of all mill and rust scales before being placed in the forms. All reinforcement shall be bent or curved true to templates, placed in its proper position as required by the plans and securely wired or fastened in place well

in advance of the concreting. Reinforcement shall be inspected and approved by the engineer before any concrete is deposited.

(&) Wherever it is necessary to splice the reinforce- ment, no lap splice shall be less than 40 diameters. No two laps of adjacent rods shall be directly

opposite each other in circular walls.

(c) All reinforcement shall be interconnected and

grounded by an approved method as a protection

against lightning. Any pipe passing through the tank shall be properly bonded to the reinforcement.

(d) If walls and floors are not deposited in one

operation a suitable joint or dam shall be provided

between the floor and walls. This can be made as

follows: (1) Provide a recess in the floor to engage

the wall and insert a galvanized iron strip at least 10

inches wide with joints riveted and soldered so as to form a continuous band on one side of the recess, or

(2) place a 10-inch strip of deformed sheet metal 1 inch back from the inside form and engaging floor and wall equally. After wall form is removed the

1 inch recess is to be plastered with a 1: 1)4 mortar

to make a 6-inch covered base.

(e) Unless the roof is insulated against temperature changes by sufficient earth cover or the rein- forcing in walls and roof is designed to take care of temperature stresses likely to occur, an expansion

joint shall be provided between the tops of walls and the bottom of roof slabs so that any expansion

of the roof due to temperature will not transmit

bending moment into the walls.

(J) In roof slabs where temporary stops are nec- essary they shall be made on the planes of least shear; that is, at the middle of beams or slabs.

(g) When tanks are being built in such locations that they may be subjected to hydraulic pressure through the soil, suitable provision shall be made to keep this pressure from acting on the fresh concrete

until the latter has attained sufficient strength. If sheet piling or shores are used they shall be so placed

that they will not pass through the walls.

Finishing

(a) The floors and roof shall be brought to grade

with a straight-edge or strike board, finished with

a wood float and troweled to a smooth surface as soon as possible after the concrete is deposited. As

soon as the forms are removed, voids in walls, if any,

shall be filled with a 1: 1]4 mortar.

(b) The interior of the tank shall be oil proofed.

This work shall be done only by persons familiar with the process. A bond guaranteeing the work

for a term of years shall be furnished.

Note.—Oil proofing is deemed essential owing to the possibility of using the tank as a container for oils of various character.

(c) The tanks shall be tested as soon as practicable

in the opinion of the engineer by filling with water, and shall show no signs of leakage during a period

of seven days.

470
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.73

(d) Back filling shall not be placed around the

walls nor deposited on the roof until after the water

test has been made, nor until "a time when, in the opinion of the engineer in charge, it can be safely done. (The full text of this specification includes re- quirements for pipe connections, fittings and

auxiliary equipment, and supervision of design and

construction.)

518.72 Viaducts.

American Association of State Highway Officials, standard specifications for highway bridges and

incidental structures, 1928. CONCRETE VIADUCTS

DESCRIPTION Concrete viaduct construction shall consist of a

series of reinforced concrete slab or girder spans supported on bents or towers composed of concrete columns suitably braced by means of longitudinal

and transverse struts and sway braces. The super- structure shall be constructed in accordance with the requirements governing the construction of concrete

slab and girder structures. The following provisions

relate to the construction of the column substructure.

CLASS OF CONCRETE

All columns, caps, braces, and reinforced footings

shall be of class "A" concrete. Mass footings shall be of class "B" concrete unless otherwise specified.

COLUMN FORMS Column forms shall be composed of material not

less than 1% inches in thickness after being dressed,

and shall be effectively braced. When possible,

forms shall be daylighted at intervals not greater

than 10 feet vertically, the openings being sufficient to permit of free access to the forms for the purpose

of inspecting, working and spading the concrete. PLACING CONCRETE

Concrete in columns shall be placed in one con- tinuous operation, unless otherwise directed. The

columns shall be allowed to set at least 12 hours

before the caps are placed. Unless otherwise permitted by the engineer, no

concrete shall be placed in the superstructure until the column forms have been stripped sufficiently to determine the character of the concrete in the columns. The load of the superstructure shall not be allowed to come upon the bents until they have

been in place at least 21 days, unless otherwise

permitted by the engineer.

SURFACE FINISH Unless otherwise specified, exposed surfaces of all columns, struts and bracing shall be given a finish in accordance with class 1, surface finish. Note.—For definitions of the variouf classes of concrete mentioned

above. (See 516.3, p. 301, American Association of State Highway

Officials, specifications for "Concrete masonry.") 518.73 Swimming Pools.

Associated Tile Manufacturers, basic specification for tile work, 1924. (This specification contains provisions governing

requirements for construction of various structures

of tile, including swimming pools.) For specifications for materials. (See 534.20,

p. 594.) Portland Cement Association, condensed specifi- cations for concrete swimming-pool construction.

GENERAL

GENERAL CONDITIONS The plain and reinforced concrete work shall be

governed by the contract, these specifications and

the plans.

MATERIALS

CEMENT

The cement shall meet the requirements of the

current standard specifications for Portland cement

of the American Society for Testing Materials.

(See 516.11, p. 294.)FINE AGGREGATE

Fine aggregate shall consist of sand or screenings

from crushed rock or pebbles, well graded from fine to coarse, passing, when dry, a screen having four meshes to the linear inch. Fine aggregate shall not

contain injurious amounts of vegetable or other organic matter, nor more than 7 per cent by volume

of clay, dust, or loam. COARSE AGGREGATE

Coarse aggregate shall consist of hard crushed

rock or pebbles, free from vegetable or other organic

matter, and shall be practically free from soft, fiat, or elongated particles. It shall be well graded from

one-quarter inch to 1 inch in size, not more than 5 per cent passing a screen having four meshes per

linear inch. MIXED AGGREGATE

Crusher-run stone, bank-run gravel, or mixtures

of fine and coarse aggregate prepared before delivery on the work shall not be used, unless same are tested beforehand and proportioned so as to insure obtaining a concrete of the required quality, density, and

strength. WATER Water shall be clean and free from oil, acid, alkali, organic matter, or other deleterious substances. It should be pure enough to drink. REINFORCEMENT

Reinforcing metal shall meet the requirements of the current standard specifications for steel rein- forcement of the American Society for Testing Materials. It shall be free from excessive rust, scale, paint, or coatings of any character which would tend

to reduce or destroy the bond. Either plain or de- formed steel bars or wire mesh shall be used. JOINT FILLER The joint filler shall be an elastic waterproof

material that will not become soft and run out in hot weather nor hard and brittle in cold weather. CONSTRUCTION

EXCAVATION

Excavation shall be made to the proper dimensions

and elevations, allowing for exterior forms and line of drain tile, and for sand fill under floor if required.

All refuse material encountered at grade shall be

removed and all soft or spongy spots excavated and

holes refilled with well tamped sand or gravel. SUB-BASE

After the walls have been erected and the forms

removed, a 4-inch sub-base of sand shall be provided

to insure a firm foundation for the floor. The sand

should be wet down and well compacted by rolling

100925°—30 31 471
518.73 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

and should be wet, but with no standing water, when the concrete for the floor is placed. Note.—The sub-base may be omitted if pool is built in porous sandy soil or gravel. DRAINAGE A line of 6-inch drain tile extending completely

around the pool shall be placed around the outer lower edge of the wall footings and also under the

floor of the pool. The lowest point of the drain should be connected with another drain leading

to a suitable outlet. PLUMBING The necessary piping for filling and emptying the

pool, as well as for an overflow system, should be

provided and placed as required. MEASURING The method of measuring each of the constituent materials shall be such as to insure the specified

proportions in each batch. A sack of Portland cement (94 pounds net) shall be considered as 1 cubic

foot or one-fourth of a barrel. CONCRETE MIXING ' .

All concrete shall be mixed in an approved type

of batch mixer (except when under special conditions the engineer otherwise permits) . The ingredi- ents of the concrete shall be mixed to the required

consistency for at least one and one-half minutes

after all materials are in the mixer before any part

of the batch is discharged from the drum. The

mixer should be equipped with a water-measuring

device which can be locked, also with a suitable charging hopper. RETEMPERING Retempering of concrete or mortar which has

partially hardened—that is, remixing with or with- out additional materials or water—shall not be

permitted. FORMS Forms shall be smooth, substantial, unyielding,

and so constructed that the concrete will conform

to the designed shape and dimensions. REINFORCEMENT Reinforcement shall be placed in the exact

location shown on the plans and wired at inter- sections so that it will not become disarranged

during the depositing of concrete. If the bars must be spliced, not less than forty times the diameter of the bar shall be allowed for the splice, and bars shall be separated at least diameters

of the larger bar. In splicing wire mesh or fabric at least 4 inches shall be allowed for the lap. Splices

should be avoided at points of maximum stress. PROPORTIONS The concrete should be mixed in the proportions

of 1 sack of Portland cementf 2 cubic feet of fine aggregate, and 3 cubic feet of coarse aggregate. CONSISTENCY In mixing the concrete the least amount of water

should be used which it is possible to employ and

still obtain a workable plastic mixture which can be worked into the forms and around the rein- forcement. The proper consistency is, perhaps,

best described as "quaky." An excess of water must be avoided, as it seriously affects the strength

and impermeability of the concrete, and any batch

of concrete containing such an excess should be

rejected. PLACING The concrete shall be placed in its final position

as soon as possible after mixing and must be in

place within 30 minutes after the water has been

added to the dry materials. It should be placed

in horizontal layers in the walls not more than 9 inches deep in as continuous an operation as possible

so as to avoid construction joints. Concrete should not be placed in water. If underground springs

are encountered they should be drained to a sump

outside the forms and pumped out until the concrete is above the water line. The concrete should be weU spaded and if the forms are rapped with

mallets while placing it will help settle the concrete n place and eliminate air bubbles and stone pockets.

JOINTS The surface of the footings covered by the floor slab shall be coated with tar or asphalt to prevent a bond between footings and slab, thus allowing the

floor to act independently of the footings. SURFACE FINISH Immediately after the forms have been removed

all projections and irregularities on the exposed sur- faces shall be carefully removed and all cavities neatly filled with mortar. Enough 1:2 Portland cement and sand mortar should be used to fill cavities, but no plastering should be permitted. If desired, the interior surface of the walls may be more

smoothly finished by wetting and thoroughly rub- bing with a concrete brick or carborundum stone to obtain a stiU denser surface. The top of the walls should be left gritty to prevent slipping. GENERAL

All exposed surfaces should be finished with a smooth and neat appearance. PROTECTION Exposed surfaces should be kept wet for a period

of at least 10 days after placing in dry, hot weather. TEMPERATURE BELOW 35° F.

If at any time during the progress of the work the temperature reaches or in the opinion of the engineer

may within 24 hours drop to 35° F., the water and

aggregate should be heated and precautions taken to protect the work from freezing for at least five days.

REMOVAL OF FORMS The wall forms should remain in place at least 36

hours after the concrete has been placed or until the

concrete has hardened sufficiently to be self-sustaining. When freezing weather occurs, forms and

bracing should remain in place an additional time

equal to the time the structure has been exposed to

freezing. No outside pressure should be placed on

the concrete before the removal of all forms. 518.74 Watering Troughs.

(No nationally recognized specifications available.) 518.75 Reservoirs.

(No nationally recognized specifications available.) 518.76 Spillways.

(No nationally recognized specifications available.) 518.77 Cofferdams.

(No nationally recognized specifications available.) 518.8 MASONRY.

472
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.82

518.80 General Items.

American Association of State Highway Officials, standard specifications for bridges and incidental

structures, 1928. STONE FOR MASONRY

See 511.9, page 212. American Railway Engineering Association, masonry specifications, 1902.

It is recommended that railway companies

prepare and use specifications complete in themselves for all kinds of masonry in such form that they may be attached to and form part of specifications and contracts for other railway construction when desirable. 518.81 Dry Rubble Masonry.

American Association of State Highway Officials, standard specifications for highway bridges and

incidental structures, 1928. DRY RUBBLE MASONRY

(The full text of this specification includes material relative to construction methods.)

DESCRIPTION Dry rubble masonry as here specified shall include the classes commonly known as coursed,

random, and random range work and shall consist

of roughly squared and dressed stone laid without

mortar. MATERIALS Stone for this class of masonry shall conform

to the requirements of "Stone for masonry."

(See 511.9, p. 212, American Association of State Highway Officials).

SIZE OF STOKE The stones shall conform in size to the require- ments specified for "Mortar rubble masonry."

(See 518.82, p. 474, American Association of State Highway Officials.) HEADERS Headers shall conform to the requirements

specified for "Mortar rubble masonry."

SHAPING STONE The stones shall be roughly squared on joints,

beds, and faces. Selected stone, roughly squared

and pitched to line, shall be used at all angles and

ends of walls. COPINGS, BRIDGE SEATS, AND BACK WAIIS

Copings, bridge seats, and back walls, when

used in connection with dry rubble masonry, shall conform to the requirements specified for "Mortar

rubble masonry."

MEASUREMENT AND PAYMENT The quantity of stone masonry to be paid for under this item shall be the number of cubic yards

measured in the completed work, and the limiting

dimensions shall not exceed those shown upon

the plans or fixed by the engineer. The contract

price shall include all labor, tools, materials, and

other expense

{ incidental to the satisfactory completion of the work. Concrete used in connection with rubble masonry

shall be paid for as in the case of other concrete

construction. American Association of State Highway Officials, standard specifications for bridges and incidental

structures, 1928.

RIPRAP

See 511.72, page 208. American Railway Engineering Association, specifications for stone masonry.

See 518.89, page 478. 518.82 Cement Rubble Masonry.

American Association of State Highway Officials, standard specifications for highway bridges and

incidental structures, 1928. ASHLAR MASONRY

(The full text of this specification includes material

relative to construction methods and the following

specifications for materials:) Ashlar masonry shall consist of first-class cut

stone masonry laid in regular courses and shall include all work in which, as distinguished from

rubble masonry, the individual stones are dressed or tooled to exact dimensions. STONE The stone for this class of masonry shall conform

to the requirements of "Stone for masonry" (see 511.9, p. 212, American Association of State Highway

Officials), and shall be kept free from dirt, oil, or any

other injurious material which may prevent the proper adhesion of the mortar. MORTAR

Mortar for laying the stone and pointing shall be

composed of 1 part of Portland cement and 2 parts of sand, unless otherwise provided.

The individual stones shall be large and well proportioned. They shall not be less than 12 nor more

than 30 inches in thickness. The thickness of courses,

if varied, shall diminish regularly from bottom to top

of wall. For the purpose of this specification the surface

finishes of a stone are defined as follows: Smooth finished.—Having a surface in which the

variations from the pitch line do not exceed Yia inch. Fine finished.—Having a surface in which the

variations from the pitch line do not exceed }i inch. Rough finished.—Having a surface in which the

variations from the pitch line do not exceed Yi inch. Scabbled.—Having a surface in which the variations from the pitch line do not exceed % inch. Rock faced.—Having an irregular projecting face without indications of tool mark. The projections

beyond the pitch line shall not exceed 3 inches, and

no part of the face shall recede back of the pitch

line.Stones shall be dressed to exact sizes and shape

before being laid and shall be cut to lie on their natural beds with top and bottom truly parallel.

Hollow beds will not be permitted. The bottom

bed shall be the full size of the stone, and no stone

shall have an overhanging top. Beds of face stone shall be fine finished for a

depth of not less than 12 inches. Vertical joints of face stone shall be fine finished and full to the square for a depth of not less than

9 inches. Exposed surfaces of the face stone shall be given

the surface finish indicated on the plans, with edges

pitched to true lines and exact batter. Chisel

drafts 1/4 inches wide shall be cut at all exterior

corners. Face stone forming the starling or nosing

of piers shall be rough finished unless otherwise

specified.

Holes for stone hooks shall not be permitted to show in exposed surfaces. Stretchers shall have a width of bed of not less than one and one-half times their thickness. They

473
518.82 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

shall have a length not less than twice their thickness, nor less than 3 feet, and not more than three and one-half times their thickness. Headers shall be placed in each course and shall have a width of not less than one and one-half times their thickness. In walls having a thickness

of 4 feet or less, the headers shall extend entirely

through the wall. In walls of greater thickness, the length of headers shall be not less than two and

one-half times their thickness when the course is 18 inches or less in height and not less than 4 feet in courses of greater height. Headers shall bond with

the core or backing not less than 12 inches. Headers

shall hold in the heart of the wall the same size shown

in the face and shall be spaced not farther apart than

8 feet center to center. There shall be at least one

header to every two stretchers. Cores and backing shall consist either of roughly

bedded and jointed headers and stretchers, as specified above, or of class B concrete (see 516.3, page 301,

American Association of State Highway Officials, specification for "concrete masonry"), as may be

specified.

When stone is used for cores or backing, at least half of the stone shall be of the same size and character as the face stone and with parallel ends. No

course shall be less than 8 inches thick. Concrete used for cores and backing shall conform

to the requirements specified for "Concrete masonry."

When the wall is 3 feet or less in thickness, the

face stone shall pass entirely through the wall and

backing will not be allowed. The mortar shall be hand or machine mixed as may

be required by the engineer. In the preparation of hand-mixed mortar, the sand and cement shall be

thoroughly mixed together in a clean, tight mortar box until the mixture is of uniform color, after which

clean water shall be added in such quantity as to form

a stiff paste. Machine-mixed mortar shall be pre- pared in an approved mixer and shall be mixed not

less than V/i minutes. Mortar shall be used within 45 minutes after mixing. Retempering of mortar

will not be permitted. Stones for copings of walls, piers, and abutment

bridge seats shall be carefully selected and fully

dimensioned stones. On piers not more than two

stones shall be used to make up the entire width of coping, and the copings of abutment bridge seats

shall be of sufficient width to extend at least 4 inches under the back wall. Each step forming the coping of a wing wall shall be formed by a single stone which shall overlap the stone forming the step

immediately below it at least 12 inches. Tops of copings shall be given a bevel cut at least 2 inches wide, and beds, bevel cuts, and tops shall be fine finished. The vertical joints shall be smooth

finished and the copings shall be laid with joints not more than }{ inch in thickness. The undersides of projecting copings preferably shall have a drip bead.

Joints in copings shall be located so as to provide not less than a 12-inch bond with the stones of the under course and so that no joint will come directly

under the superstructure masonry plates.

Pointing shall not be done in freezing weather or when the stone contains frost. Joints not pointed at the time the stone is laid shall be thoroughly wet with clean water and filled with

mortar. The mortar shall be well driven into the

joints and finished with an approved pointing tool. The wall shall be kept wet while pointing is being

done and in hot or dry weather the pointed masonry

shall be protected from the sun and kept wet for a

period of at least three days after completion.

After the pointing is completed and the mortar

set, the wall shall be thoroughly cleaned and left in a neat and workmanlike condition. !

The quantity of stone masonry to be paid for under

this item shall be the number of cubic yards measured in the completed work and the limiting dimensions shall not exceed those shown upon the plans or

fixed by the engineer. The contract price shall include all labor, tools, materials, and other expense

incidental to the satisfactory completion of the work. American Association of State Highway Officials, standard specifications for highway bridges and

incidental structures, 1928. MORTAR RUBBLE MASONRY

(The full text of this specification includes material

relative to construction methods, and the following

specifications for materials:) Mortar rubble masonry as here specified, shall include the classes commonly known as coursed,

random, and random range work, and shall consist of roughly squared and dressed stone laid in cement

mortar. STONE

Stone for mortar rubble masonry shall conform to "Stone for masonry" (see 511.9, p. 212, American

Association of State Highway Officials), and shall be

kept free from dirt, oil or any other injurious material which may prevent the proper adhesion of the mortar. MORTAR

The mortar used shall conform, as regards materials, proportions, and mixing, to the mortar specified for " Ashlar masonry " (given above)

.

Individual stones shall have a thickness of not less than 8 inches and a width not less than one and onehalf times the thickness. No stones, except headers,

shall have a length less than one and one-half times

their width. Stones shall decrease in thickness from

bottom to top of wall. Headers shall hold in the heart of the wall the same size shown in the face and shall extend not less than 12 inches into the core or backing. They shall occupy not less than one-fifth of the face area of the

wall and shall be evenly distributed. Headers in walls 2 feet or less in thickness shall extend entirely

through the wall. The stones shall be roughly squared on joints,

beds, and faces. Selected stone, roughly squared

and pitched to line, shall be used at all angles and

ends of walls. If specified, all corners or angles in exterior surfaces shall be finished with a chisel draft. All shaping or dressing of stone shall be done

before the stone is laid in the wall and no dressing or hammering which will loosen the stone will be permitted after it is placed.

Copings, bridge seats, and back walls shall be of the materials shown on the plans and when not

otherwise specified shall be of class "A" concrete which shall conform to the requirements for "Concrete masonry."

Concrete copings shall be made in sections extending the full width of the wall, not less than 12 inches

in thickness, and from 5 to 10 feet long. The

sections may be cast in place or precast and set in place in full mortar beds. The quantity of stone masonry to be paid for under this item shall be the number of cubic yards

measured in the completed work and the limiting

dimensions shall not exceed those shown upon the plans or fixed by the engineer. The contract price

shall include all labor, tools, materials, and other expense incidental to the satisfactory completion of the work. Concrete used in connection with rubble masonry

shall be paid for as in the case of other concrete

construction.

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STONE, SAND, AND CEMENTITIOUS MATERIALS 518.83

American Association of State Highway Officials, standard specifications for bridges and incidental

structures, 1928.CONCRETE MASONRY

See 516.3, page 301. Federal Specifications Board, specification No.

443, United States Government master specifica- tion for cement, masonry, October 28, 1926. See 516.11, page 295. 518.83 Brick Masonry.

American Association of State Highway Officials, standard specifications for highway bridges and in- cidental structures, 1928. BRICK MASONRY

(The full text of this specification includes construction methods.)

DESCRIPTION Brick masonry shall consist of brick laid in cement

mortar, and shall include such construction with

building brick or ornamental brick as may be specified. Brick pavements are not included under this designation. MATERIALS

Brick Brick used for this class of work shall conform to the requirements specified in A. S. T. M. C62-29.

(See 534.11, p. 583.)

Mortar The mortar used shall conform, as regards materials, proportions and mixing, to the mortar specified

for "Ashlar masonry," see 518.82, American Association of State Highway Officials. COPINGS The top of all exposed brickwork shall be pro- vided with a coping which shall project at least 1 inch beyond the face of the masonry.

This coping shall be provided with a drip bead or

shall be beveled so as to cause water to drip clear of the wall. Copings shall be of class "A" concrete (see 516.3, p. 301, American Association of State Highway

Officials, specification for "Concrete masonry"), or

of the same mortar as that with which the brick are

laid and shall be not less than 4 inches thick and cast

in sections not less than 3 feet nor more than 5 feet long.

MEASUREMENT AND PAYMENT The quantity of brickwork to be paid for under

this item shall be the number of cubic yards of brick masonry actually placed in the structure in accord- ance with the plans or as modified by written instruc- tions from the engineer. This price shall include

all labor, materials, and other expense incidental to the satisfactory completion of the work. Filling material for the interior of the wall, when not of brick, and concrete or mortar copings, shall be paid

for on the basis of the number of cubic yards actually placed.

American Face Brick Association, specifications for face brickwork, 1923. (This association has prepared a standard to be used in writing specifications for face brickwork,

with requirements stipulated for the laying, mortar,

joining, bonding and cleaning, and pointing.)

American Railway Engineering Association, specifications for buildings for railway purposes.

BRICKWORK, 1926 GENERAL The contractor shall furnish all labor, materials,

tools, scaffolding, and equipment, except as other- wise noted, necessary to entirely complete any or

all classes of brickwork herein specified according

to the class of building and as shown or implied on

the accompanying drawings, including all backing,

covering of iron and steel, all piers, walls, chimneys,

and other special work shown, specified, or otherwise

implied. CLASSIFICATION OF BRICKWORK

Brickwork shall be classified as either common

brickwork or face brickwork. The class of brick- work to be used shall be determined by the class of the building or by notations on the accompanying drawings. Unless otherwise specified common

brickwork shall be used on all buildings of mechanical

terminals, shops, storehouses, isolated freight houses,

and similar buildings. In general, face brick shall be used for passenger stations and auxiliary buildings, combination passenger and freight stations,

and freight houses built in conjunction with passenger

stations. COMMON BRICKWORK

All common brickwork shall be laid even and true

to line, plumb, level, and with all joints accurately

kept. All brickwork shall be laid with joints not more than three-eighths inch thick and bonded

together with full headers every sixth course. All brick shall be good, hard, well-burned brick, free from cracks and uniform in size, shape, and quality,

and shall not absorb more than 10 per cent of their weight in water. They shall be laid in a full bed of mortar with shoved joints neatly struck on all exposed walls. The bricks used on the face of the

wall shall be selected whole bricks of a uniform

size and with true rectangular face. Porous or salmon brick shall be thoroughly wetted

either by immersion or sprinkling before being laid, except in freezing weather. FACE BRICKWORK The exterior face brickwork shall be laid up with

a selected and approved pressed face brick. The

contractor as a basis for his proposal shall figure on a face brick to cost $ per thousand

f. o. b. building site or company's lines, as provided

in the letter of invitation, and any variation from

this price, more or less, will be adjusted according

to the actual cost of the brick. Face brickwork shall be laid with all stretchers unless otherwise shown and

shall be bonded either by blind headers or an

approved metal wall tie every sixth course.

All pressed brickwork shall be laid true to line, plumb, level, and with all joints accurately kept.

All work shall be laid so that four courses shall not

exceed 11 inches in height, and joints shall be raked

out to a depth of at least % inch unless otherwise

shown on drawings or ordered by engineer. Where

rough face brick is used, instead of raking the hori- zontal joints, strips shall be placed in those joints

as the brick is laid up and after the mortar has hardened properly these strips shall be removed.

The vertical joints shall be raked in the usual manner. The company reserves the right to deviate from

the type of joint specified above so as to conform

with the type of brick selected. All brick courses

shall be so proportioned that they will work out

evenly with height of windows and doors. No

split or fractional courses will be permitted. All

475
518.83 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

backing up of pressed face brick shall be as specified

under common brickwork. Porous or salmon brick shall be thoroughly wetted

either by immersion or sprinkling before being laid, except in freezing weather.

DETAIL OF BRICKWORK

All brickwork details, such as lintels, belt courses, and other trim, shall be laid up according to details shown on accompanying drawings and as specified

under either common brickwork or face brickwork. SAMPLES The contractor will furnish samples of all brick

to be used, together with prices for the various kinds of face brick submitted for approval of the

engineer. The engineer also shall have the option

of obtaining samples and prices for face brick. The

samples selected and approved will be filed with

the engineer and taken as a standard of material

to be furnished, and all material used in the work

must be equal in all respects to the approved

samples.

CEMENT

The cement shall meet the requirements of the American Railway Engineering Association's specifications, which are identical with those of the American Society for Testing Materials, see A. S. T. M. C9, 516.11, page 294. SAND

Sand shall be clean, sharp, coarse, and of grains

varying in size. It shall be free from sticks or other foreign matter, but it may contain clay or loam not to exceed 2 per cent. Where so required for pointing, face work sand

shall be clean, sharp, white sand of the very best

quality. LIME Lime usea snail be of good quality, in large lumps,

free from cinders, or clinkers, must contain less than 10 per cent impurities and must slake readily

in water, making a very soft paste, free from core. Before being used all lime shall be thoroughly slaked with water. No air-slaked lime shall be used. The use of hydrated lime of an approved brand will be permitted at the discretion of the engineer.

MORTAR COLOR A mortar color of an approved brand shall be

used to color mortar for face brickwork, color and

mixture shall be as approved by the engineer.

The contractor shall upon request of the engineer

lay up samples of face brickwork with different shades of mortar in order that the engineer may

decide by comparison the proper shade of mortar to use. These samples shall be of a size not

to exceed 6 square feet in area, and the contractor shall, if requested, build not to exceed six such samples. In general, unless otherwise specified, or ordered by the engineer, the mortar shall be

colored slightly darker than the face brick used. MORTAR

Mortar for all common brickwork except where

otherwise specified shall be composed of 1 part Portland cement and 4 parts sand thoroughly mixed

and tempered with lime paste to make it work

smoothly. Where directed, the mortar is to be as above specified, omitting lime paste. Mortar for all pressed brickwork shall be of either

of the following mixtures, as directed by the engineer:

1 part Portland cement, I part lime putty, and 2 parts sand, the sand and cement to be mixed dry,

then wet to proper consistency and lime putty added.

If pressed face brick is to be laid with colored mortar,

the following mixture to be used: 1 part Portland cement to 2 parts sand with lime paste added to make

it work smoothly and colored with approved mortar

color as directed by engineer. No more mortar

containing cement shall be mixed at any one time

than can be used within 30 minutes after mixing.

Retempering cement mortar which has begun to

set will not be permitted. No mortar which has

frozen shall be used on the work. In lieu of cement mortar, the contractor may,

when permitted by the engineer, use a patent cement or a natural cement of a brand acceptable

to the engineer, in which case 1 part of the patent cement shall be used with 2

x/i to 3 parts of sand. Such mortar shall be mixed and used strictly in accordance with the manufacturer's instructions and these specifications. No more mortar than is required for the current day's work shall be mixed. WATER The water shall be clean, reasonably clear, and

free from oil, acid, and injurious amounts of vegetable

matter, alkalies, or other salts. The contractor

shall arrange for his own water supply and shall pay

for same. WOOD CENTERINGS The contractor shall provide wood centers for all openings wherever necessary. Centers shall be

strongly constructed, made to fit accurately to the work, be well supported and rigidly braced so as to carry all loads until the brickwork has set. At the completion of the work all centering shall be removed

from the premises.

SCAFFOLDING, PROTECTION, ETC. The contractor shall provide all scaffolding,

staging, ladders, etc., necessary for the work. All walls or other parts shall be securely braced and

protected against damage by wind and storm during

construction. ANCHORS, STEEL, ETC. The contractor shall provide chases for all pipes,

set bearing plates for beams, etc., and build into the brickwork all anchors, bolts, ties, nailing blocks,

etc., as indicated on drawings and will be responsible

for accurate location of same. BACKING Where so shown iron, steel, and other material

shall be backed up with brickwork in a manner

indicated on details.

FLUE LININGS Brick chimneys or flues which are not of such dimensions that fire brick lining is required or called

for on detailed plans, shall be provided with a

terra cotta flue lining from a point 2 feet below the

lowest smoke pipe entering same to base of chimney

cap. All joints in this lining must be completely

filled with cement mortar and carefully pointed up. No lime mortar shall be used in laying up tile linings or brick flues. FIRE-BRICK LININGS Brick linings for circular concrete stacks shall be

laid up with radial fire brick in cement mortar. The

interior surface shall be true, plumb, perfectly

smooth and without taper, with bed joints not more

than one-eighth inch thick. This lining shall be

entirely independent and separate from the stack

proper.

476
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.83

VITRIFIED raE WAXI COPING

Vitrified tile wall coping shall be provided where

indicated on the accompanying drawings. It shall be best hard-burned, salt-glazed tile, laid in full bed

of mortar of 1 part cement to 3 parts sand, omitting

all lime. CAST CONCRETE COPING

All walls where so indicated on the drawings shall be coped with cast concrete coping. This is to be

of the section as detailed and made in lengths

of approximately 6 feet. CAST CONCRETE SHIS, IINTEIS, ETC. Where so indicated on drawings, window and door

sills, lintels, chimney caps, etc., shall be of cast concrete according to details shown for same. REQUIREMENTS FOR CAST CONCRETE

Concrete for cast copings, lintels, sills, caps,

etc., shall be composed of 1 part Portland cement,

2 parts sand, and 3 parts crushed stone or gravel

of a size to pass a lju-inch ring. Exposed surfaces

shall be troweled smooth, and edges shall be smooth

and unbroken. Cast concrete copings, sills, lintels, caps, etc., shall be set true, level, and plumb and

carefully pointed out. No cast concrete member

shall be set until the concrete is sufficiently hard

to prevent damage. Copings, sills, and caps shall be provided with drips.

NEW MASONRY JOINING TO OID The contractor shall use special precaution

where new masonry work joints up with old masonry

work, to see that the old work is sufficiently roughed

up, anchors provided, and work keyed so that an

absolutely tight and neat bond is assured between

old and new work. The contractor shall do all work in connection

with cutting out old brickwork, stonework, or concrete where required. Care shall be exercised

to see that only such portion of the masonry is disturbed as is necessary. PROTECTION AND POINTING UP The contractor must keep his work covered and

protected from the action of the weather or frost. He shall also protect by boxing all dressed or orna- mental work liable to damage. At the completion

of the work or at any time when so ordered he shall do all patching in a most satisfactory manner,

clean down and point up all brickwork, etc., re- moving all surplus mortar and stains. All window

and door frames shall be carefully caulked with

oakum and pointed up after they have been inspected

and before staff bead is applied. GENERAL CONDITIONS

All materials entering into the work and all methods used by the contractor shall be subject

to the approval of the engineer, and no part of the work will be considered as finally accepted until

all of the work is completed and accepted.

The general conditions as given in 518.50, page 416,

shall be considered to apply these specifications.

American Society for Municipal Improvements,

standard specifications for sewers, 1927. BRICK MASONRY (SEWER CONSTRUCTION)

(See 518.67, p. 453.) Common Brick Manufacturers' Association of America, specifications and general schedule for a

brick house.

BRICKLAYING

1. All brickwork shall be built level, plumb,

square, and true to dimensions shown and to approximate thickness indicated on the plans. Leave openings, chases, and build corbels, offsets, pilaster and relieving arches shown or required.

Solidly bed all sills or plates resting on masonry.

All floor joists shall rest directly on the brick and

no bond timbers or wood plates shall be inserted

in the brick wall for leveling the joists. Corbel

out brick walls and do all necessary beam filling to form fire stops at each floor level as shown on

drawings. Build in any and all nailing blocks

required.

2. Build in plasterers lath laid with broken

joints for the purpose of attaching furring strips.

3. All porous or absorbent brick shall be laid wet, except in freezing weather.

4. All brick shall be laid on a full bed of mortar.

Outside 4-inch thickness of exterior walls, entire thickness of any parapet walls or other brickwork

exposed to the weather on more than one side of the wall or pier, and walls of flues 4 inches thick

shall be laid with full joints. All other brick shall be laid with dry vertical joints with bricks touching

end to end.

5. All header courses and all arches and heads of openings, all footings, sills, chimney and parapet

caps or copings shall be laid with full mortar joints.

6. All projections of footings shall be formed of headers.

7. Lay all window sills of brick on edge with a

slope of 2 inches to the foot to conform to standard

slope of wood window sills except where otherwise

shown.

8. Lay any brick door sills and steps so shown

with brick on edge sloping three-eighths inch to the

foot.

9. Porch and terrace floors where shown to be

paved with brick shall be laid on a 1:8 concrete bed 3 inches thick composed of 1 part Portland ce- ment to 8 parts sand, gravel, crushed stone, or cinders, graded to proper size. Brick shall be laid on

a setting bed one-half inch thick of cement mortar.

Vertical joints shall be thoroughly filled and struck

flush.

10. Basement floors paved with brick, shall be

laid on edge on a well-tamped bed of sand 2 inches

thick. Joints shall be completely filled with grout

swept in with a broom.

11. If basement is to have a cement floor, same

shall be of 1:8 concrete 3 inches thick, troweled or

floated to a smooth finish. 12. Unless otherwise indicated on the drawings or agreed upon, all brickwork shall be laid up in com- mon bond with not exceeding five stretcher courses between courses containing headers. Each course

containing headers shall be composed of one header

and one stretcher alternating the full length of the

course.

13. Footings, sills, chimneys, and parapet caps, brick steps, cheek walls to steps, brick porch and

terrace floors shall be laid in cement mortar.

14. All exterior walls below first floor level and

brickwork below first floor level except footings shall be laid in cement-lime mortar.

15. All brick walls above first story level and

other brickwork not otherwise mentioned may be

laid in lime mortar.

16. All joints shall be approximately one-half inch

thick.

17. The joints of all exterior exposed brickwork

fireplace, and any brickwork showing behind range,

shall be neatly struck. All other joints shall be

plain cut, unless otherwise indicated.

477
518.83 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

18. Wherever brick arches are indicated, the ra- dius of same shall be made up in the joints and not

in the brick.

19. Furnish and set any steel angles over openings indicated or noted on drawings, also any steel beams indicated on drawings. All steel angles and

steel beams shall be at least 8 inches longer than the

clear span. BRICKLAYING IN FREEZING WEATHER

20. When brickwork is laid in freezing weather in localities where alternate freezing and thawing may

be expected,, cement mortar shall be used.

21. In localities where a continuous cold spell may be expected, lime mortar may be used if the brickwork is laid a sufficient length of time before the usual date of the spring thaw to allow the mortar to set. 22. Precautions shall be taken to prevent the mortar freezing before it is placed in the wall and the next course of brick placed upon it. Brick laid in freezing weather shall not be wet. 518.84 Arches.

American Railway Engineering Association, specifications for stone masonry.

See 518.89, below. American Society for Municipal Improvements,

standard specifications for sewers, 1927. (This specification includes requirements for the construction of arches of segmental block sewers.) See 518.67, page 453. 518.85 Monuments.

(No nationally recognized specifications available.)

518.89 Miscellaneous Specifications for Masonry. American Railway Engineering Association, speci- fications for buildings for railway purposes. STONE MASONRY AND CUT STONE WORK, 1926

(In addition to the material given below, the full text of this specification includes requirements for setting, protection, and pointing.) GENERAL The contractor shaJ furnish all labor, materials,

tools, scaffolding, and equipment, except as other- wise noted, necessary to entirely complete any or

all classes of stone masonry and cut stone work

herein specified, according to the class of building

and as shown on the drawings.

DESCRIPTION OF STONE

All stone specified or shown on drawings shall be

sound, durable, well seasoned, from quarries approved

by the engineer, and each stone shall be laid on its natural bed. When required by the engineer sample

shall be furnished, which shall be about 4 by 7 by 1 inch thick produced so that the large faces

shall show the grain or lift of the stone, the

finish specified to be indicated on the large faces and

at least two of the edges shall be rock face. Similar samples shall be provided when select stock is re- quired for certain positions in the building. Samples

submitted are to be typical of the extremes which

the contractor proposes to furnish. CUTTING AND SETTING DRAWINGS The cut-stone contractor shall prepare and sub- mit to the engineer for his approval, when required,

complete cutting and setting drawings (in triplicate) for all the cut-stone work in this contract. Such

drawings shall show in detail sizes and dimensions

of stones, the arrangements of joints and bondings,

anchoring, and other necessary details. CARVING

All carving shall be done by skilled carvers from

approved models.CUTTING AND FINISH

All exposed faces shall be cut true. The stone shaU be cut full to the square with joints as required.

The arrises shall be full and true. Beds, ends, and

tops shall be dressed straight and at right angles to the face unless otherwise shown. No patching or hiding of defects will be permitted, and lewis holes

shall not be cut on exposed surfaces. Washes shall be as steep as practical and drips

of sufficient depth to shed water shall be provided on all projecting stones and courses. Specially graded stone acceptable as to hardness

and color, as per samples to be submitted, shall be

employed for grade course steps and all other posi- tions exposed to direct wear. Steps shall be cut with a slight pitch to the front. The finish on exposed surfaces, except rock-face work, shall be hand-tooled work not less than 10

cuts to the inch. Where molded work is tooled, the tooling shall run

in the direction of the molding and not across. Rock-face work shall have no projection exceeding

2 inches. Edges shall be pitched to a straight line. LEWIS HOLES Lewis holes shall be cut in all stones weighing more than 300 pounds. No lewis or other holes shaU come within 2J4 inches of the exposed face of the stone, unless the stone is less than 5 inches thick. MORTAR

Mortar for all stonework, except where otherwise

specified, shall be composed of 1 part Portland cement, 1 part lime putty, and 2 parts sand, the sand

and cement to be mixed dry, then wet to proper

consistency, and the lime putty added. If stone- work is to be laid with colored mortar the following

mixture shall be used: 1 part Portland cement, 2

parts sand, with lime paste added to make it work

smoothly and colored with approved mortar color. No more mortar containing cement shall be mixed

at any one time than can be used within 30 minutes

after mixing. Retempering cement mortar which

has begun to set will not be permitted. No mortar which has frozen shall be used on the work.

The cement shall meet the requirements of the American Railway Engineering Association (which

are the same as for A. S. T. M. C9; see 516.11, p. 294).

Cement that has hardened or partially set shall not be used. Sand and lime specifications as given in A. R. E. A.

specification for brickwork (518.83, seep. 475) apply

to sand and lime for stonework. ANCHORS AND DOWELS

Proper provision shall be made for anchoring and

doweling the stone. Anchors and dowels shall be of the proper size and

shape and thoroughly galvanized or coated with

asphaltum paint.

BROKEN COURSED ASHLAR The face stones shall be rock-faced edges pitched

to a straight line, shall have parallel beds and rec- tangular joints.

The beds and joints for 6 inches back from face

shall be dressed to lay not over %-inch joint.

478
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.89

The stones need not be laid up in a regular course, but shall be laid level on their natural beds, shall be

well-bonded, having at least one header, extending

entirely through the wall, for every 10 square feet of face surface. Headers shall be placed so that they come halfway between the header of the course above and below. No stone shall be less than 6 inches thick, and no stone shall measure in its least horizontal dimensions less than 9 inches. BOWLDER MASONRY

Where shown on the drawings, foundation walls

shall be composed of stone of proper size and thickness. They shall be of fair shape, and spalled so that they will lay with good even bearings on the wall. All stones shall be laid in full beds of mortar, all interstices filled, and all exposed faces neatly pointed.

All work must be thoroughly done and well bonded.

A header, extending entirely through the wall, shall be built in every 8 square feet of surface. Each

header shall break joint with the headers in the

courses above and below. GENERAL CONDITIONS

All material entering into the work and all methods used by the contractor shall be subject to the approval of the engineer and no part of the work

will be considered as finally accepted until all the work is completed and accepted.

The general conditions as given in 518.50, page 416

shall be considered to apply to these specifications.

American Railway Engineering Association, speci- fication for stone masonry. GENERAL

STANDARD SPECIFICATIONS

1. The requirements for cement and concrete

shall be those adopted by the American Railway

Engineering Association. GENERAL REQUIREMENTS

STONE

2. Stone shall be (state kind), and shall be sound,

hard, and durable, of approved quality and shape,

fiee from holes, seams, drys, or other imperfections.

MORTAR

3. Mortar shall be mixed in a suitable box,

or in a machine mixer, preferably of the batch type,

and shall be kept free from foreign matter. The

size of the batch and the proportions and the consistency shall be as directed by the engineer. When

mixed by hand the sand and cement shall be mixed

dry, the requisite amount of water then added and

the mixing continued until the cement is uniformly

distributed and the mass is uniform in color and

homogeneous.

LAYING

4. The arrangement of courses and bond shall be

as indicated on the drawings, or as directed by the

engineer. Stone shall be laid to exact lines and

levels, to give the required bond and thickness of mortar in beds and joints.

5. Stone shall be cleansed and dampened before

laying.

6. Stone shall be well bonded, laid on its natural bed and solidly settled into place in a full bed of mortar.

7. Stones shall not be dropped on or dragged

over the wall, but shall be placed without jarring stones already laid.

8. Heavy hammering shall not be allowed on the

wall after a course is laid.

9. Stone becoming loose after the mortar is set

shall be relaid with fresh mortar.

10. Stones shall not be laid in freezing weather

unless authorized by the engineer. If laid, the stone

shall be first freed from ice, snow, or frost by warming. The sand and water used in the mortar shall be heated. POINTING

11. Before the mortar has set in beds and joints,

it shall be removed to a depth of not less than VA

inches. Pointing shall not be done until the wall is complete and mortar set; nor when frost is in the

stone.

12. Mortar for pointing shall consist of equal

parts of sand, sieved to meet the requirements, and

Portland cement. In pointing, the joints shall be

wet, and filled with mortar, pounded in with a

"set-in" or calking tool and finished with a beading

tool the width of a joint, used with a straightedge.

BRIDGE AND RETAINING WALL MASONRY,

ASHLAR STONE

13. The stone shall be large and well proportioned.

The thickness of the courses shall diminish regularly

from bottom to top. The maximum thickness

shall not be more than twice the minimum thickness and no course shall be less than 12 inches thick.

DRESSING

14. Beds and builds shall be square with each

other and dressed true and out of wind. They shall be fine pointed, so that the mortar layer shall not be more than three-eighths of an inch thick when the

stone is laid. Hollow beds shall not be permitted.

15. Joints in face stone shall be full to the square

for a depth equal to at least one-half the height of the course, but in no case less than 10 inches. The

backs shall be roughly scabbled to avoid overhang. FACE OR SURFACE

16. Exposed surfaces of the face stone where not

otherwise specified shall be rock faced with edges

pitched to the true fines and exact batter. The face

shall not project more than 3 inches beyond the pitch

fine.17. Chisel drafts, not less than 1% inches wide,

shall be cut at exterior edges and shall be neat and

accurate.

18. Holes for stone hooks shall not be permitted

to show in exposed dressed surfaces. Such stone

shall be handled with clamps, keys, lewis, or dowels. STRETCHERS

19. Stretchers shall not be less in length than two and one-half times their thickness with an

average width of bed at least one and a quarter times

their thickness. HEADERS

20. Headers shall not be less in length than two

and one-half times their thickness, shall occupy

one-fifth of the face of the wall, and shall not be less in width than one and one-fourth times their thickness.

21. Headers shall hold in heart of wall the same

size shown in face, so arranged that a header in a

superior course shall not be laid over a joint, and a

joint shall not occur over a header; the same disposition shall occur in back of wall.

22. Headers in face and back of wall shall inter- lock when thickness of wall will admit,

479
518.89 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

23. Where the wall is 3 feet thick or less, the face stone shall pass entirely through. Backing shall not be permitted. BACKING

24a. At least one-half of the backing stone shall be

of the same size as the face stone and be roughly

squared; the remainder of backing stone shall be

large, well shaped, and roughly bedded and jointed.

Bed joints shall not exceed 1 inch. Vertical joints in back of wall shall not exceed 2 inches. The inte- rior vertical joints shall not exceed 4 inches. Voids shall be thoroughly filled with (1) concrete, or (2) spalls, fully bedded in cement mortar.

246. Backing shall be of (1) concrete, or (2) headers and stretchers, as specified in paragraphs

19 and 20, and heart of wall filled with concrete.

(a) Paragraphs 24 (a) and 24 (6) are so arranged

that either may be eliminated according to require- ments.

25. Where the wall will not admit of such arrange- ment, stone not less than 4 feet long shall be placed

transversely in heart of wall to bond the opposite

sides. 26. Where stone is backed with two courses, neither course shall be less than 9 inches thick. BOND

27. Bond of stone in face, back, and heart of wall

shall be at least one-half the thickness, but not less than 10 inches. Backing stones shall be laid to break joints with the face stone and with one

another. COPING

28. Coping stone shall be full size throughout, of dimensions indicated on the drawings.

29. Beds, joints, and top shall be fine pointed.

30. Location of joints shall be determined by the

position of the bed plates, as indicated on the drawings. LOCKS

31. Where required, coping stones, stones in steps of abutment wings, and stones on piers and

ice breakers shall be fastened together with iron cramps or dowels in the position indicated on the drawings.

ICE BREAKERS

32. In large piers with ice breakers, the face of the stones forming the ice breakers shall have a

2-inch tooled margin draft all around, and shall be dressed off between to a uniform surface with a point or pick. The beds and vertical joints

shall be pick dressed the full width of the stones, so as not to exceed % of an inch in width. The backs

of the stones shall be scabbled off so as to form square and vertical joints with the backing. The courses

shall be arranged as shown in detail plans. TRESTLE PIERS

33. Small piers carrying columns shall have

backing of precisely the same thickness as the face

stones, with beds dressed with the same care. The

vertical joints shall be square, and shall not exceed

Yi inch in width. Such piers shall be built wholly

of dimension stones, and the courses shall be ar- ranged as shown in detailed plans . The footings shall in all cases be of concrete, reinforced, if necessary. BRIDGE AND RETAINING WALL MASONRY

BLOCK RUBBLE

34. The stone shall be roughly squared, and may

be laid in irregular courses. Beds shall be parallel, roughly dressed, and the stone laid horizontal to

the wall. Face joints shall not be more than 1 inch

thick. Bottom stone shall be large, selected, flat stone.

35. The wall shall be compactly laid, having at

least one-fifth the surface of back and face headers arranged to interlock, having all voids in the heart

of the wall thoroughly filled with concrete or suitable stones and spalls, f ully bedded in cement mortar. ARCH MASONRY, ASHLAR STONE

FALSE WORK

36. The contractor shall provide and erect false work for the temporary support of arch centers. This may be of any preferred design, subject to approval, but shall be of ample strength and

stiffness to safely, and without undue deformation,

carry the whole load of completed arch. The

contractor shall be entirely responsible for the

stability of the false work, and for any damage that may result from overloading, wind, flood, backwater, logs, ice, fire, or other cause. Should piling

be necessary, the company may, at its option, drive the piles at the cost of the contractor. CENTERS

37. The contractor shall provide and erect centers strongly framed and braced longitudinally and transversely, the upper surface conforming accurately to the curve of the intrados of the arch, after making

proper allowance for settlement under load. The

lagging shall consist of 2 by 3 inch dressed plank laid transversely along the joints of the voussoir. Arch

centers may be of any preferred design (subject to approval). At the ends, and in large arches at the

intermediate posts, the centers shall be supported on sills or plates, provided with sand boxes, folding

oak or other hardwood wedges, or both. Centers

shall not be unequally or eccentrically loaded, and

great care shall be taken in striking the arch centers

to insure a slow and even subsidence, and to avoid

unequal stresses. They shall not be struck without

the express permission of the engineer.

38. Voussoirs or ring stones shall be full size throughout and dressed true to templet, and shall have bond not less than width on intrados. DRESSING

39. Joints of voussoirs and intrados shall be fine pointed. Mortar joints shall not exceed one-fourth

inch. FACE OR SURFACE

40. Exposed surface of the ring stone shall be

(1) fine pointed, or (2) rock faced, with a marginal

draft.

41. Number of courses and depth of voussoirs

shall be indicated on the drawings.

42. Voussoirs shall be placed in the order indicated on the drawings. BACKING

43. Backing shall consist of (1) concrete, or

(2) large stone, shaped to fit the arch bonded to the

spandrel and laid in full bed of mortar.

44. Extrados shall be grouted and finished with

1^-inch coat of mortar applied evenly for a finishing

coat, upon which, when required, shall be placed a

covering of approved waterproofing material. BENCH WALLS, PIERS, SPANDRELS, ETC.

45. Bench walls, piers, spandrels, parapets, wing

walls, and copings shall be built under the specifica- tions for Bridge and Retaining Wall Masonry,

Ashlar Stone, as far as applicable.

480
STONE, SAND, AND CEMENTITIOTJS MATERIALS 518.9

ARCH MASONRY—BLOCK RUBBLE

DRESSING

46. Voussoirs or ring stones shall be full size throughout and shall have bond not less than width on intrados.

47. Beds shall be roughly dressed to bring them

to radial planes.

48. Mortar joints shall not exceed 1 inch. FACE OR SURFACE

49. Exposed surfaces of ring stones shall be rock

faced, and edges pitched to true lines. 50. Voussoirs shall be placed in the order indicated on the drawings. BACKING

51. Backing shall consist of (1) concrete, or

(2) large stone, shaped to fit the arch, bonded to the

spandrel, and laid in full bed of mortar.

52. Extrados shall be grouted and finished with

lH-hich coat of mortar applied evenly for a finishing

coat, upon which, when required, shall be placed a

covering of approved waterproofing material. BENCH WA1IS, PIERS, SPANDRELS, ETC.

53. Bench walls, piers, spandrels, parapets, wing

walls, and copings shall be built under the specifica- tions for Bridge and Retaining Wall Masonry,

Block Rubble, as far as applicable.

CULVERT MASONRY

54. Culvert masonry shall be laid in cement mortar. Character of stone and quality of work shall be the same as specified for Bridge and Retaining

Wall Masonry, Block Rubble.

SIDE WALLS

55. One-half the top stones of the side walls shall extend entirely across the wall. COVER STONES

56. Cover stones shall be sound and strong and of thickness indicated in drawings. END WALLS, COPING

57. End walls shall be covered with suitable coping, as indicated on the drawings.

DRY MASONRY

58. Dry masonry shall include dry retaining walls and slope walls. RETAINING WALLS

59. Retaining walls and dry masonry shall include

all walls in which stone laid without mortar is used

for retaining embankments or for similar purposes. Flat stones at least one and one-half times as wide

as thick shall be used.

60. Bed and joint shall be roughly squared.

61. Beds and face joints shall not exceed 1 inch. Vertical joints at back 2 inches and interior joints S inches.

62. Stone of different sizes shall be evenly distrib- uted over entire face of wall, generally keeping the

larger stone in lower part of wall.

63. The work shall be well bonded, and shall present a reasonably true and even surface, free from holes or projections. SLOPE WALLS

64. Slope walls shall be built of such thickness and slope as indicated on plans or directed by the

engineer. Stone shall be placed at right angles to

the slopes.

518.9 MISCELLANEOUS SPECIFICATIONS

FOR CONSTRUCTION WORK.

American Electric Railway Association, specifica- tion and form of contract for electrical conduit construction, serial No. D200-26, 1926. (This specification includes items for proposal

sheet, contract, general condition of contract,

specification for materials, and construction. Appendixes containing specifications for tile duct and

fiber duct are also given. Below are given specifica- tions for materials and tile duct.) SPECIFICATION FOR MATERIALS

QUALITY

All materials used throughout shall be the best of their respective kinds, unless specified to the contrary

and samples of same shall be submitted whenever

requested; also all models, patterns, and templates

required, and same shall be subject to the inspection

and approval of the engineer before any work is done or materials ordered. OPTION When more than one kind of manufacture of a

material is specified the option shall be with the

contractor. When one kind or "approved as equal" is specified the choice shall be made by the

engineer, who may select an "equal" if requested

by the contractor. DUCT

All duct used for conduit shall be in accordance

with the standard specification of the A. E. R. A., as given below.94 CEMENT

Cement used for conduit construction shall be

a moderately quick-setting, high-grade brand of Portland cement, which shall fulfill the requirements

of the standard specifications and tests for Portland cement of the American Society for Testing Materials. (See 516.11, p. 294.) When the cement is furnished by the contractor he shall provide a

sufficient quantity of cement and a suitable building

for storage of same on the site at least two weeks

before the cement is required on the work to enable

the engineer to make 7-day tests. The contractor

shall keep records of the dates and quantities of the

various lots of cements received and of the cement

used, and said records shall be accessible to the

engineer at all times. SAND

Sand used for conduit construction shall be

considered to be all the fine portion of the aggregate

which shall pass through a %-inch diameter hole. It

shall be a clean siliceous material, free from vegetable

loam and other organic matter with not more than 6 per cent passing a 100-mesh sieve. It shall have

sizes of grain varying between the largest and

smallest sizes and shall not interfere with the normal

set of the cement. Comparison tests on the supplied

sand, with standard sand, if required by the engineer

shall be made by making a briquet of 1 part of cement and 3 parts sand, and these briquets shall develop an average strength at seven days of at

least 70 per cent of the standard briquet.

u The specification for the tile duct is not a part of the conduit

specification, as it will usually be found preferable for the company

to purchase the tile duct and deliver same to the conduit contractor.

If, however, it is desirable to have the conduit contractor furnish the tile duct, this paragraph should be changed to correspond with

the specification for tile duct, as given below.

481
518.9 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

STONE

Stone used for tile conduit construction shall include all the aggregate, too large to pass through a

>i-inch diameter hole, and that which will pass through a 1-inch diameter ring.95 It shall be clean, hard, and durable and shall be graded in sizes from

the largest to the smallest. Clean gravel, if ap- proved by the engineer, may be substituted for stone. WATER Water used for mixing concrete shall be fresh, free from acid, alkaline, or organic matter which would

injure the concrete or brickwork or would interfere with the normal set of the cement.

CONCRETE

Concrete, unless otherwise ordered by the engineer, shall be composed of 1 part cement, — parts of sand, and — parts of stone. These proportions,

If the temperature should fall below the freezing

point, after the concrete has been deposited, it shall be so thoroughly protected that the cement can

attain its final set before frost reaches it. If the temperature is near the freezing point when the concrete is mixed, the material shall be warmed

throughout before being placed in the machine.

With this precaution it will be allowable to work

with the thermometer as low as 20° F. if the indi- cations point to a rising temperature. If there is a

probability of a drop in temperature, however,

concreting shall not be started with the temperature

below 40° F. Work shall not be started at any time

if the engineer does not approve, although the responsibility for injury by frost shall be solely upon the

contractor. MORTAR

Mortar shall be composed of 1 part cement and

3 parts of sand, both as previously specified. Mortar that has been mixed over one-half hour or that

This d/mens/ort, which must not exceed -3%, ' nor t>e /ess then 3fe"; must 6e

uniform /n d/t the duct of

any one order.

^t/niess otherwise specified m the order or specificsfions

7b f>e furnished in accordance

with Company's Standard Specifications

a \Mmimum Thickness %

Mrerape ThicAness s/8

" Figure 132.- Three and one-half inch square tile duct for conduit

however, may be varied at the discretion of the

engineer.96 One bag of cement containing 94 pounds net shall be considered equivalent to 1 cubic foot. The concrete shall be machine mixed, or if approved by the engineer, hand mixed, in which case the mixing shall be done on a water-tight surface. In either case, the materials shall be placed dry

and turned long enough to be well mixed before the water is added. The whole shall then be turned until the mixture

shall be such that it shall show a mass uniform in color and homogeneous.

All materials shall be mixed wet enough to form a concrete of such consistency as may be rammed

readily into the forms and about the conduit and

which at the same time can be conveyed from the mixer to the forms without separation of the coarse aggregate from the mortar.

After interruption of the mixing for any length of time, the mix for the first two batches shall be

enriched by using more cement and sand for the purpose of feeding the mixer; the proportion to be

determined by the engineer.

No retempering of mortar or concrete will be

allowed.

»5 Fiber conduit laid with 1-inch spacing requires a finer stone. The so-called "pea stone" which will pass through a H-rnch hole is commonly used in such case. ... t

»» The usual proportions found desirable in practice are 1 part cement, 3 parts sand, and 5 parts stone.

has commenced to set shall not be used. The

mortar shall be as dry as practicable to obtain

adhesion.SPECIFICATION FOR THE DUCT

I. DEFINITION OF TERMS

Terminology The terminology used is the standard of the American Electric Railway Association.

Parties to Contract The word "company" where occurring in this specification shall mean the purchaser of the

material and labor hereinafter referred to, or its duly authorized representative.

The word "manufacturer" where occurring in this specification shall mean the party accepting the order to furnish the material and labor hereinafter

referred to, or its duly authorized representative.

n. PHYSICAL PROPERTIES

Mechanical REQUIRED STRENGTH

The completed duct must have the necessary mechanical strength and toughness to prevent

chipping at the ends and breakage in ordinary

handling.

482
STONE, SAND, AND CEMENTITIOUS MATERIALS 518.9

HI. DRAWINGS OF DIMENSIONS

Compliance with Drawings

Each piece of duct must conform in shape and

allowable dimensions to the company's drawing

for the kind of duct ordered, but the dimensions

must be uniform in all duct furnished.

Bore Test A straight mandrel, 18 inches long, having the same shape in cross section as the duct bore as shown on the company drawing, and having

dimensions equal to the minimum bore permitted

by the drawing, shall be pushed through each

piece of duct. (See figs. 132 and 133.)

Short Pieces In each shipment there shall be included two

pieces each of 4, 6, 8, 9, and 12 inch lengths

for every thousand feet of duct.

IV. WORKMANSHIP AND FINISH

Workmanship and Materials

All workmanship and materials shall be the best

of their respective kinds and shall be in full accord with the best modern engineering practice.

SPECIFICATIONS FOR CONCRETE DERRICK

FOUNDATIONS

(Prepared in cooperation with Portland Cement

Association.) See 516.9, page 327. American Railway Association, telegraph and tele- phone section, specification for communication under- ground conduit construction, No. l-C-l, 1927. (This specification includes the following specifi- cations for materials:)

MANHOLES AND HANDHOLES

Manholes and handholes shall be constructed of either concrete or hard-burned brick. In any case the material should be used that will provide the most satisfactory and economical construction. MATERIAL ENTERING INTO CONCRETE AND

MORTAR

Concrete consists of certain proportions of cement,

sand, broken stone or gravel, and water. The

quality of each of these materials used in connection with the conduit system shall be as outlined below

:

(a) Portland cement shall be used.

(b) Sand shall be clean, sharp, coarse, and free from clay, loam, dirt, and any vegetable matter.

_Ll

-Tj:

These dimensions, which must not exceed 3% ' nor be

tess than 3}^" must be

uniform in aif the duct of

any one order.

te"

•Unless otherwise specified

in ttie order or specifications

To be furnished in accordance

Uf/'th Company's Standard Specifications "

a \ Minimum Thickness %

\Average Thickness s/g

m Figure 133.

Three and one-half inch round tile duct for conduit

Finish Each piece of duct must consist of whole, sound,

thoroughly vitrified and glazed tile, straight from

end to end, with smooth interior surface, free from

blisters, sharp corners, and obstructions. The bore must be s}T mmetrical with, and the ends

must be cut off square with, the longitudinal axis

of the duct. The inner edge of the ends of each

piece of duct must be chamfered so that sharp

edges will not be encountered when cable is drawn in. The outer surface of all the ducts must be scored approximately as shown on the company's standard

drawing and in such manner as to give cement a hold on the surface of the duct.

V. INSPECTION AND REJECTION

All duct will be subject to inspection at the factory

or on delivery, or both, as desired by the company.

The inspection will cover quality, checking up with

drawings, and breakage.

Only such duct as passes the inspection will be

accepted.

American Petroleum Institute, code of recom- mended field practice, standard rigs and derricks,

July, 1928.

(c) The broken stone shall be hard, free from all impurities and dust, and shall be of such size that it will pass through a %-inch mesh and be retained on

a }4-inch mesh.

Coarse gravel may be substituted for the broken

stone if the latter is not available. The gravel shall be clean, hard, durable pebbles, which shall range in

size from % to % inch. If necessary, it shall be

screened.

(d) The water shall be clean, fresh, and free from

sewage, oils, or other detrimental impurities.

PROPORTIONS

The proportions of the ingredients entering into concrete for trench work and manhole floors shall be no weaker than the following mixture: 1 part

cement, 3 parts sand, and 6 parts broken stone or

gravel.

The proportions of the ingredients entering into concrete for manhole or handhole walls and roofs shall be no weaker than the following mixture: 1 part

cement, 2}i parts sand, and 5 parts brokenstone. The proportion of the ingredients entering into mortar shall be no weaker than the following

mixture: 1 part cement and 3 parts sand.

483
520-529 GLASS AND GLASS PRODUCTS

520. GENERA! ITEMS

American Ceramic Society, tentative methods of analysis of glass, 1928.

(A) PREPARATION OF SAMPLE

The sample is washed with distilled water (if necessary) and dried thoroughly with a clean cloth. The cleaned and dried glass is chipped into an

agate mortar and ground to pass 200 mesh. All of the sample is ground if the glass does not appear homogeneous. The finely ground glass is then

placed in a clean bottle and tightly stoppered, as it is very hygroscopic.

Note.—The steel mortar was discarded by the committee, due

to its possibilities of contamination. The sample may be sieved if the sieve is used for glass only and well cleaned by brushing and air.

(B) FUSION OF THE SAMPLE

If the sample is fused immediately no ignition i,« necessary. Otherwise the ignition must be run and

the analysis calculated back to a moisture-free basis. Example : SiO2 X100 Q

. n . . , , . 100-moisture =SlQ2 in moisture-free &*8-

A 1 g portion of the prepared sample is carefully and

thoroughly mixed with 5 g Na2 C03 in a platinum crucible of 30 to 40 cc capacity. At first the crucible (covered) is heated over a small flame. The heat

is gradually increased until a quiet and perfectly

clear fusion is obtained. At no time should there be

a violent reaction. The flame should be directed against the bottom and sides at an angle and should

not envelop the whole crucible When fusion is complete, the flame is removed

and the cake allowed to solidify in a thin layer

around the sides and bottom of the crucible. This

effect may be obtained by seizing the crucible at the top with a, pair of tongs and using a gentle gyratory

motion.

When cool, the cake is loosened by gentle pressure on the sides of the crucible or by applying a small flame to melt a thin layer next to the crucible when

the cake may be easily removed.

Note.—According to Dittrich, potassium salts are more prone to pass into the precipates than sodium and a fusion with the double

salts is not as advisable as one with Na2C O3. The high melting point

of Na2C 63 is also an aid to complete fusion. The fusion may be made in an electric muffle but is not as quick

as the Bunsen burner, as the heat is slower of regulation.

(C) SILICA

The fusion is transferred to a platinum dish, porcelain casserole, or Pyrex beaker of 150 to 400 cc capacity with hot H2 0, making sure that the transfer

is complete. This may be done with 75 to 100 cc H2 0. Cover with a watch glass and place on the steam bath till disintegration is complete. This

may be aided with a blunt glass rod, breaking up all the large lumps. After disintegration is complete

HC1 is added in excess, being careful that the reaction

is not too violent and that the dish is tightly covered. When the reaction is complete remove the cover and wash into the dish with H2O. Wash down the

sides of the dish and place uncovered on the steam

bath and evaporate to apparent dryness.

Notes—A platinum dish is preferred, since porcelain and Pyrei

are attacked by the silicic acid of the solution. Water is added to the melt before adding HC1, as it affects the

precipitate in such a way as to make it break up easily and facilitates better washing, as it is less likely to contain occluded soda. There is no need of elaborate baking after the first evaporation as the baking affects the Si02 and the bulk of this is already taken down

anyway. Refinement comes after the second evaporation. Moisten the dry mass with HC1 (1:1) and add 50

to 100 cc hot H2 0. Digest on the steam bath for 10 minutes and decant through the filter. Add 50 cc hot 1 per cent HC1, break up any large lumps with a

blunt stirring rod, and decant again. Transfer the

precipitate to the filter, police the beaker with hot

1 per cent HC1, and wash the precipitate four times

with hot H2 0. Evaporate the filtrate to apparent dryness on the steam bath and bake at not more than 110° C. for one hour to dehydrate the silica. Moisten the dry mass with hot HQ 1 per cent and add 50 cc hot H2 0. Digest on the steam bath for 10 minutes and

filter into a 400 cc beaker. Police the beaker with

hot HC1, 1 per cent, and wash the precipitate four times with hot H2 0. Place the combined precipitates in a platinum

crucible, dry thoroughly, and burn off the papers without allowing to burst into flame. Blast for 15 minutes at 1,200° C. Weigh and blast again at

1,200° C. to constant weight. Moisten the contents

of the crucible with H2 0, add 3 drops H2 S04 and fill the crucible with HF. Evaporate to dryness and

blast for a few minutes at 1,200° C. The loss in weight is Si02 . Report as Si02 . Fuse the residue left in the crucible with Na2 C03 and add to the filtrate. Note.—The time and temperature of baking was selected by the committee in order to prevent the loss of silica by formation of soluble magnesium silicates.

(D) IRON AND ALUMINA

The combined filtrates from the silica are adjusted

to a volume of approximately 200 cc. One drop of HNO3 is added as an oxidizing agent. The solution

is then brought to a boil and a few drops of methy'

red indicator added. Ammonium hydroxide is now

added drop by drop till the solution turns distinctly

yellow. The solution is then boiled for three or four minutes and the precipitate allowed to settle. A

small paper, 7 cm, is used for the filtration. Transfer the precipitate to the filter with hot

NH4NO3 2 per cent. Police the beaker and wash

the precipitate with hot NH4NO3 2 per cent till free from chlorides. The precipitate is ignited while moist in a platinum crucible at 1,200° C. to constant weight and weighed as the combined oxide of iron and alumina.

If it is desired to separate the two, the ignited

residue is fused with 2 g of fused KHSO4. The

fusion cake is dissolved in hot H2 0, 5 cc concentrated H2SO4 added and the iron reduced with H2 S and

titrated with standard permanganate solution.

If the electrometric method is used, the fusion cake is dissolved in 1:1 HC1. Enough 1:1 HQ is added to bring the solution up to 150 cc, brought to a boil, reduced with stannous chloride, and titrated

in the usual manner electrometrically.

The oxide of alumina is obtained by difference. In the ordinary analysis this separation is not carried

out.

484
GLASS AND GLASS PRODUCTS 521.1

Ti02 may be determined before or after the Fe2 3 determination by the eolorimetric method and also subtracted from the alumina.

Note.—The oxides of iron and alumina are slightly soluble in H2O. Methyl red is preferred to methyl orange, as its ph value is better suited to this work.

(E) LIME

The filtrate from the iron and alumina determination is made slightly ammoniacal. The solution

is brought to a boil and 25 cc saturated solution of ammonium oxalate added with vigorous stirring. Boil for 10 or 15 minutes and allow the precipitate to settle. Filter through a small filter paper. Police the beaker and wash the precipitate five times with

(NH4 ) 2 C2O4 1.5 per cent. Wash once with hot H2 to remove the excess (NH4 ) 2 C2 0.|. The precipitate

is then washed into a beaker with hot H2 through

the punctured filter paper and dissolved in an excess

of 25 per cent H2 S04 . The solution is made up to 75 cc with hot H2 and is titrated with standard

potassium permanganate to the first permanent

faint pink color. The filter paper is placed on the

inside of the beaker near the top and added to the

solution near the end point. The calcium is calcu- lated to CaO.

Note.—Calcium oxalate is appreciably soluble in hot HjO.

If the filter paper is added directly to the solution, high results will be obtained. (F) MAGNESIA

The filtrate from the calcia is made slightly acid with HC1 and brought to a boil. The volume may

range upward to 600 cc. One-half gram microcosmic salt is added and the solution stirred thor- oughly. One-ninth of the total volume of ammonium hydroxide is added, the solution stirred vigorously for 15 minutes and allowed to stand 6 hours, or overnight before filtering. Frequent stirring and

cooling will hasten the precipitation. The precipi- tate is filtered through a Gooch filter. Police the beaker and wash the precipitate five times with 5 per cent NEUOH. Dry in a drying oven or over a

small flame before igniting. Ignite to constant weight at 1,200° C. Calculate to MgO by using the

factor 0.3621. For greater accuracy the magnesia may be filtered through a filter paper, dissolved, and reprecipitated.

One precipitation is generally accurate enough for the routine method.

(G) ALKALIES

In most routine analyses the alkalies are determined

by difference. This throws all the error on the Example: 100 - (Si02 + A12 3 + Fe2 3 + CaO +

MgO) =alkalies.

If a more accurate method is desired, the J. Lawrence Smith fusion method is recommended.

National Sand and Gravel Association, Bulletin 3, Representative Specifications for Different Uses of Sand and Gravel, November, 1928.

(In this bulletin, representative specifications,

many of which are presented in this volume, and

including specifications for glass sands, have been

summarized.)

521. FLAT GLASS

521.0 GENERAL ITEMS.

Federal Specifications Board, specification No.

448, United States Government master specifica- tion for plumbing fixtures, November 22, 1926. (The specification is published in full as Bureau of Standards Circular No. 310, and gives general and

detail requirements for 22 plumbing fixture items,

including marble and glass for use in plumbing,

general requirements for which are as follows:) Quality of these materials and finish of same shall be described in the specification for the work.

521.1 PLATE GLASS.

American Marine Standards Committee, glass for

air ports and fixed lights, standard H No. 1, 1925. (This committee has indorsed for marine use Federal Specifications Board specification No. 123

(given below) and glass furnished under this standard

is to be of the kind and grade classified as "polished

plate glass glazing quality.")

[ALL DIMENSIONS IN INCHES]

Port or light size clear

glass diameter

Standard dimensions of finished

glass

Variation tolerances over or under

(A) Di- ameter

(B) Thickness Diameter Thickness

8 8H % Me Vii 10 H Me H2

12_. _ 12H Me H2

14 14H 1 Mo V* 16-— - 16M 1 Me 5*2 18 18M 1 Me «2

1 Three-fourths inch thickness for 12-inch size is for internal lights only.

1. The thickness of any piece shall be practically

uniform and shall not vary more than }fa inch along

its whole periphery.

2. Edge of glass shall be cut or ground evenly with

corners slightly chamfered.

3. Where location or service requirements de- mand greater thickness of either plain or laminated

(nonshatterable) glass, the standard thickness (as tabulated above) shall be increased by quarter inches. Federal Specifications Board, specification No.

123, United States Government master specifica- tion for flat glass for glazing purposes, April 1, 1924. CLASSIFICATION

Polished plate glass......{TM

Single strength Q-Uty.

Clear window glass

j Double strength quality TTnavv shppr /Glazing quality. (.Heavy sheet

\ Factory run. fChipped

{Nr2 Pp=e

edd. "-{Ground....: {£a^/Sd.

ttnllPri figured sheet /Figured sheet (large variety of patterns). Rolled figured sheet \colored figured sheet.

I

Polished wire. Polished (one side). Figured. Corrugated.

Colored. Ornamental Figured plate (polished one side). [Pressed tile. Prism glass •! Rolled sheet. [Rolled and pressed sheet. Special quality ^......{^^ sbeet"

DEFINITIONS OF THE GENERAL CLASSES OF

PLATE, CLEAR WINDOW, AND ROLLED SHEET

GLASS

Plate glass.—Transparent, flat, relatively thin glass

having plane polished surfaces and showing no dis- tortion of vision when viewing objects through it at any angle. Plate glass is made at present by casting and rolling

large sheets periodically or by rolling a continuous

sheet. The sheets are then ground and polished.

Processed glass.

485
521.1 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Clear window glass.—Transparent, relatively thin,

flat glass having gloss}', fire finished, apparently

plane and smooth surfaces, but having a characteristic waviness of surface which is visible when viewed

at an acute angle or in reflected light. Clear window glass is made at present by hand

blowing or by machine blowing and drawing into cylinders and flattening, or by drawing directly into a sheet, the surface finish being that obtained

during the drawing process. Processed glass.—There are three kinds of processed

glass either in plate or window glass, viz, ground glass, chipped one process, and chipped two processes. The ground glass is made by either sand blasting

or acid etching of one surface. The chipped glass

is made by applying either one or two coatings of glue to the ground surface. Rolled figured glass. —-A flat glass in which the

vision is more or less obscured either by the roughened

surface produced in rolling or by the impression of a

large variety of decorative designs on one surface

of the sheet. Wire glass.—tolled flat glass having a layer of meshed wire incorporated approximately in the

center of the sheet. This glass is produced with polished or figured

surfaces. Ornamental plate.—A figured plate glass made

by rolling or rolling and pressing and having the

plain surface ground and polished.

Prism glass.—A flat glass having prism-shaped

parallel ribs designed for deflecting light. This is made as a rolled plate or as a pressed

plate, of which one side may be ground and polished, or as a pressed tile. DETAILED SPECIFICATIONS OF VARIOUS TYPES

OF GLAZING GLASS

GENERAL PRINCIPLES DTOXVED IN GRADING GLASS

All flat glass contains some imperfections and the

principle employed in grading is to exclude all defects that would be objectionable in a given

grade. This is difficult to do, since there are no

sharp lines of demarcation between grades, and

experienced inspectors will differ in judgment as the quality of the glass approaches the limits of the grades. Small lights must be quite free from

imperfections as compared with larger ones, and

the center of any sheet should be clear, whereas

the edges may contain more pronounced defects. Method of examination.—The method of examination is described in these specifications in order

to make the results more uniform, and defines the condition under which glass should be examined

because the distance from the glass, the angle

between the glass and the line of sight, and the

intensity of light all affect the visibility of imperfections. These specifications should be interpreted by

examining the glass in the following manner, with

reference to the definitions of defects listed in the

glossary.

The glass should be examined when placed in a position similar to that of a glazed light with

the observer's eye on a level with the center of the

sheet, and looking through the glass from a distance

of about 36 inches into the light from a clear sky

without any sun or any close background.

The visibility of waves, lines, or cords depends

chiefly upon the angle of observation, and the intensity of these defects can be classified on this basis. The values given for angles are the angles the line of sight makes with the sheet of glass when in a

vertical position. Slight movement of the head

horizontally through an angle of 2° or 3° will make

waves or lines more perceptible.

Acceptance or rejection.—Acceptance or rejection

of a shipment or delivery shall be based on an

examination of the following quantities: For orders of 100 fights or less all shall be ex- amined. For orders of 101 to 500 lights at least 50 per

cent shall be examined. For orders of 501 or more lights at least 25 per

cent shall be examined. Boxes shall be selected from the shipment at random.

If not more than 10 per cent of the lights examined

are below quality, the shipment shall be accepted

provided the lights below the specified grade are not distinctly below the upper limit of the next

lower grade.

If, however, an entire shipment of 500 lights or more is examined, not more than 5 per cent may be

below quality.

SPECIFICATIONS FOR POLISHED PLATE GLASS

Sizes and thickness.—The standard thicknesses of plate glass shall be %, %, ft, %, %, 1, 1%,

and iyi inches. Sheets are available Yi inch thick

in sizes having a maximum area of 250 square feet. Glass of Yi inch thickness may be furnished having

almost any desired dimension under the following

maximums: 120 by 280 inches, 144 by 260 inches, 160 by 240 inches. The standard stock thickness for glazing purposes

is }i inch, but this may vary between %2 and Yia inch,

although Y& and Vie inch glass are carried in stock

in the larger cities. Tolerances in thickness.—The maximum and mini- mum thicknesses allowed shall not be more than the given thickness plus or minus one-half the difference between the standard thicknesses, although for

Yi inch glass occasional plates as thick as jKe inch

are supplied. The general variation in thickness should not be more than %2 inch for individual

lights under 10 square feet, in thicknesses up to

Yi inch. The variation in lights over Yi inch in thickness should not exceed one-half the total tolerance for that thickness. Tolerances in dimensions.—Variation from dimensions ordered shall not be more than Ya inch per

Yi inch of thickness. Grades.—Plate glass shall be furnished for glazing purposes in one of two grades as specified. These

grades will be known as second silvering and glazing

qualities.

Second silvering quality is invariably used where

the highest standard of glazing is required and

imperfections are discoverable only on close inspection. This quality is rarely sold for glazing purposes in sizes over 20 square feet. Glazing quality

represents the usual selection of plate glass supplied

when quality is not otherwise definitely specified. As allowable tolerances in quality must vary

considerably with size of sheet required, different

specifications will apply in each of the following

four divisions according to size: Division I, sheets up to and including 10 square feet in area; division

II, sheets having an area greater than 10 square

feet, but not greater than 25 square feet; division

III, sheets having an area greater than 25 square

feet, but not greater than 75 square feet; division IV,

sheets having an area greater than 75 square feet. DIVISION I SIZES UP TO AND INCLUDING 10 SQUARE FEET

Second silvering quality.—This glass shall not

contain any major defects. The central area of

this glass may contain only well-scattered seeds. Ream, skim, short finish, and scratches which can 486
GLASS AND GLASS PRODUCTS 521.1

not be removed by buffing are not permissible.

The edges may contain coarse seeds, but none shall be larger than Ya inch in diameter. Glazing quality.—The central area of this quality

may contain numerous scattered seed, including an

occasional coarse seed, but no heavy seed. Small

bubbles may occur on the edge. Stones, large bubbles, skim, ream, or long or heavy scratches are not permissible. Faint strings in the corners or upper edge of the light are permissible. The polish

shall not show areas of short finish.

DIVISION II

SIZES FROM 10 TO 25 SQUARE FEET, INCLUSIVE Second silvering quality.—The central area of

this quality may contain more numerous fine seed than the small sizes and an occasional coarse seed. The edges may contain occasional small bubbles and fine strings. No heavy defects or scratches which can not be removed by buffing are permissible.

The polish must be good and free from visible short

finish. Glazing quality.—The central area may contain

small bubbles and fine strings or ream which does not give visible distortion when looking straight

through the glass, but no long or heavy scratches. The edges may contain bubbles over %2 inch,

visible scratches shorter than 10 inches, small areas

of ream, strings, and small stones not larger than

Vz2 inch, but these defects should not be grouped

nor interfere with the vision. The polish over the

central area should be good, but patches of light short finish may be present about the edges.

General.—None of the above grades or sizes may

contain any heavy or long lines, streaks of ream, any bubbles larger than % inch, visible poor polish, open bubbles, areas of skim, or stones over inch

in diameter.

DIVISION m

SIZES FROM 25 TO 75 SQUARE FEET Glazing quality.—Lights of this size may contain numerous visible and larger imperfections not

allowed in the smaller lights. But these must not

be grouped or so prominent that they noticeably

interfere with the vision. The central area of the

plate shall be free from these larger defects. The sheets may contain seed of any size, but not heavy seed, except in relatively small patches on

the outer border of the sheet, occasional bubbles up

to y% inch in the center and up to %e inch on the borders, strings, ream, and skim in very limited areas if not causing a deformation of objects viewed through

the plate, occasional scratches, and small stones under }{ 6 inch. Heavy ream, heavy cords, bubbles larger than

3/\& inch in diameter, stones larger than Yi 6 inch in diameter, large fire cracks, areas of unpolished glass, easily visible poor polish, large open bubbles, or sand holes are not permitted. The large defects should be confined to the upper edge and upper

corners of the sheet, the lower and central areas to be relatively free from major defects.

DIVISION IV

SIZES GREATER THAN 75 SQUARE FEET

Sheets larger than 75 square feet may contain

defects of almost any kind, except that they must

not show large areas of heavy seed or bubbles, nor have any defects which will cause spontaneous

breakage, such as skim or large stones (}i inch

diameter) or show any areas of unpolished glass.

SPECIFICATIONS FOR CLEAR WINDOW GLASS

FOR GLAZING

Clear window glass for glazing is made in several

different qualities and in the varying thicknesses shown in Table 1 below.

Single strength and double strength window glass

is regularly supplied in two standard qualities,

known as A quality and B quality. A limited amount of this glass, known as AA quality, which is especially free from defects, is sometimes selected

for special purposes and may be specified if desired.

It must be borne in mind, however, that the total amount of AA glass produced by the manufacturers

does not exceed 3 per cent of the total amount of window glass produced.

There is also a limited amount of single-strength

and double-strength glass produced in a quality

inferior to B quality and is known as fourth quality.

The amount of glass produced in this quality also represents a very small percentage of the total window glass produced.

A quality of single-strength glass inferior to fourth

quality is also produced in very limited quantities

and is known as C quality. This is the lowest grade of glass that is packed and marketed in this country.

Window glass is also produced in thicknesses heavier than double strength, and according to its thickness it is classified as (1) 26-ounce glass;

(2) 29-ounce glass; (3) 34-ounce glass; and (4) 39- ounce or % -inch glass. Twenty-sixth-ounce and twenty-nine-ounce glass are produced only in A and B qualities.

Thirty-four-ounce and thirty-nine-ounce, or Scinch glass, are produced in glazing and factory-run

quality.

Table 1

Tolerances in thickness and average weight

of clear window glass

Classification

Thickness Number of

lights per inch Average

weight in ounces

per square

foot Mini- mum

Maxi- mum

Mini- mumMaxi- mum

Inch Inch

Single strength 0.080 0. 100 10.5 12.0 18.5 Double strength .111 . 125 8.0 9.0 24.5 26-ounce glass . 125 . 135 7.5 8.0 26.0 29-ounce glass . 135 . 148 6.5 7.0 29. 34-ounce heavy glass... . 150 .175 6.0 6.5 34.0 39-ounee heavy glass... .176 . 205 5.0 5.5 39.0

Sizes obtainable The maximum dimensions rec- ommended are:

Width Length

Inches

4060

66

Inches50

8090 For double strength ...

TOLERANCES AND THICKNESS Thickness of individual sheets shall not vary more

than one-half of the total variation allowed for that

particular strength of glass as shown in Table 1 above for sizes up to 50 united inches. For larger

sizes variations in thickness may be equal to the

tolerance allowed for that class. FLATNESS

All clear window glass shall be relatively flat. Slight curvature, provided it is regular, will be

100925°—30 32 487
521.1 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

allowed, but the maximum deformation or bow

shall not make an arc higher than 0.5 per cent of the length of the sheet. Reverse curve or crooked glass

is not allowable. GLAZING Window glass should always be glazed with the convex side out. DIMENSIONS

Glass must be cut to dimensions ordered with an

allowable tolerance of Y32 inch per }i inch of thickness. A QUALITY

The defects permitted in this quality are faint strings or lines, slight burn, small seeds, small

blisters, and light scratches. No light shall contain all of these defects, and those present may not be grouped when in the central area of the sheet. Strings, lines, or burn specks shall not be of such

intensity that they are visible when observing the

sheet at an angle greater than 30° between the line of sight and the glass. Waves shall not be visible at an angle greater than

20° with the glass. Blisters shall not exceed one-fourth inch in length

unless they occur near the edge of the sheet. In general, the central area of the light shall be

practically free from defects, and the appearance of the light as a whole shall be such that there is no

perceptible interference with the vision as long as one is not looking through the glass at an acute

angle. B QtJAIITY This quality admits of the same kind of defects as A quality, but they may be larger, heavier, and more

numerous.

Occasional scattered blisters not more than onehalf inch long may occur over the central area of the

sheet. Larger blisters up to 1 inch in length may

occur about the bordering areas. Waves should not be of such intensity that they

are visible when observing the sheet at an angle

greater than 45° with the glass, unless on the border. Burn spots may be visible when looking directly

through the glass, but they must not cause any appreciable depression and the speckled appearance must

not be so great as to interfere with vision when examining the glass in the specified position.

HEAVY SHEET WINDOW GIASS

GLAZING QUALITY

The same specifications for selecting provided for A quality single-strength and double-strength glass

shall apply. FACTORY-RUN QUALITY

This quality is the run of glass as produced by the

factory. It may contain glass of very good quality

and some glass of very ordinary quality. However,

the glass that contains heavy cords, lines, or strings over the entire surface, raised blisters, cap strings, stones, or batch particles causing a rough surface, or depression, or having its surface covered with heavy

burn, wrinkles, deep scratches, or stone, shall not be

included in this quality.

SPECIFICATIONS FOR ROLLED FIGURED SHEET

GLASS

This type of glass is supplied in but one quality

for glazing purposes. It is made in a wide variety

of surface finishes which serve to obscure the vision as well as provide a decorative finish and also special

patterns for increasing illumination by diffusion or

deflection. Figured sheet glass is made in the following thicknesses: Yie, Vi, and % inch, and can be obtained

in sizes up to 48 inches wide and 130 inches long.

SPECIFICATIONS FOR WIRE GLASS

This type of glass is supplied in but one quality

for glazing purposes. It is made polished and in a wide variety of surface finishes which serve to obscure the vision as well as provide a decorative finish and also special patterns for increasing illumination by diffusion or deflection. Wire glass can be made in the following thicknesses: %, Yi, /is, %, Yi, and % inch. The standard

type of wire used has a mesh about V/\ by % inch,

and is not lighter than 24 B. & S. gage, except for %-inch, in which 26 B. & S. gage wire is used. Wire

glass can be obtained in sizes up to 60 inches wide

and 144 inches long.

Corrugated wire glass is made in one thickness,

which is about Y\& inch. Deep angle sheets are 2%

inches C to C of corrugations and mesh with corru- gated asbestos . Shallow angle sheets are 2

1 Yi 6 inches C to C and mesh with corrugated iron. SPECIFICATIONS FOR SPECIAL QUALITY GLASS

FOR ABSORBING AND INTERCEPTING ULTRAVIOLET AND INFRA-RED RAYS

This glass may be made as rolled figured sheet or wire glass in flat or corrugated sheets. It shall be of such composition that not less than 80 per cent of the ultra-violet rays 1 and not less than 50 per cent

of the infra-red rays are excluded. SPECIFICATIONS FOR POLISHED FIGURED OR

ORNAMENTAL PLATE GLASS

Ornamental plate glass is a figured sheet glass, the smooth surface of which has been polished. It is made Yi inch thick in sizes up to 50 inches wide by 100

inches long and in a variety of patterns. Chipped

plate glass, single and double processed, is also sold as polished figured plate glass. SPECIFICATIONS FOR PRISM GLASS

This glass is made as rolled sheet glass with or without wire and as a pressed tile. It is made with one side polished, sold as prism plate glass or as a rough rolled prism glass, and can be furnished in

sizes up to 42 by 138 inches, Yi inch thick, and in

sizes between 42 and 60 inches by 138 inches, Yis inch thick. The prism ribs are furnished running

horizontally with the length of the sheet. Prism wire

glass is made in sizes up to 42 by 138 inches, with a

thickness of % inch. Pressed prism tile are made either 4 by 4 inches square or 5 by 5 inches square. GENERAL SPECIFICATIONS FOR ROLLED FIGURED

SHEET GLASS, WIRE GLASS, ORNAMENTAL

PLATE GLASS, AND PRISM GLASS

Quality.—The glass shall contain no visible stones which may cause spontaneous breakage of the sheet, no fire cracks or exposed wire. The pattern shall be uniform over the surface without any easily visible blemishes. Tolerance for thickness.—The total variation in thickness of this glass shall not be more than %4 inch

for any single sheet; the maximum variation allowed

' In order to obtain this value, the ultra-violet transmission, in- cluding reflection, should not exceed the following values: At 0.405, Tr. = 30 to.40 per cent; at 0.3625, Tr. = 12 to 15 per cent; and at 0.313, Tr.= 0.5 to 1.0 percent.

488
GLASS AND GLASS PRODUCTS 521.1

for any specified thickness may not be greater than

%4 inch over or under that thickness. Dimensions.—Glass must be cut to dimensions

ordered with an allowable tolerance of y3 2 inch per

}i inch of thickness. GLOSSARY OF TERMS USED IN THESE SPECIFI- CATIONS

The various terms used in describing imperfections

appearing in flat glass are the following: Seeds, boil bubbles, blisters, open bubbles, cords, strings, ream,

knots, scratches, light grazes, cullet cuts, sand lash,

sleek, short finish, sand holes, feathers, skim, stones, waves, lines, burns, burn spots, and fire cracks. Many of these terms may be grouped under one

general term and a number are not necessary in preparing specifications, although they are often used

in a factory as identifying certain imperfections.

The following terms shall be used in specifications

:

Seeds. Short finish. Skim.

Strings. Scratches. Bubbles.

Seeds.

Blisters. Lines. Burns.

Plate glass

Open bubbles. Ream.

Stones.

Fire cracks. Sand holes.

Clear window glass

Scratches.

Strings. Cords.

Stones.

Definitions, causes, and brief description of these various imperfections are given herewith.

Bubbles.—Gas inclusions in any rolled glass. These inclusions are practically always spherical

and brilliant in appearance. The term applies to all such inclusions larger than %z inch in diameter. The

term small bubbles (commonly known as boil) refers to sizes between ^2 and %t inch. Seeds.—Minute bubbles less than Yz2 inch in diameter. Fine seeds are visible only on close inspection,

usually appearing as small specks and are an inherent

defect in the best quality of plate glass. Seed about

)U to Yz2 inch in diameter are usually considered as coarse seed. Heavy seed.—Refers to a condition when the fine and coarse seed are very numberous, such as 25 or more to the square inch. Scattered seed.—Indicates a condition of few and

occasional easily visible coarse seed. Two or three may be spaced 1 or 2 inches from each other, but

one here and there at much greater distances apart

is the usual intention of the term. Open bubbles.—Bubbles which have been broken

into by grinding, leaving a hemispherical hole in the glass surface.

Blisters.—Elongated bubbles or seeds, elliptical in shape. This form of bubble is generally peculiar

to window glass, but may be found in plate glass

manufactured by recently improved methods. In both cases the method of manufacture draws out

practically all bubbles in one direction. Skim.—Streaks of dense seed, with accompanying small bubbles.

Strings.—Wavy, transparent lines appearing as though a thread of glass had been incorporated into the sheet. Cords.—Heavy strings incorporated in the sheet, occurring without any regularity of direction, and

appearing to be -of considerable thickness rather than on the surface.

Ream.-—An area of unhomogeneous glass incor- porated in the sheet, producing a wavy appearance.

Scratches.—Any marking or tearing of the surface appearing as though it had been done by either a

sharp or rough instrument. Scratches occur on

sheet glass in all degrees from various accidental

causes. Short finish.—Insufficient polish or lack of bril- liancy; improperly finished surface which has the appearance of being slightly pitted and wavy when

the surface is viewed in reflected light. These

indentations, which are slight, have a polished

rather than a ground surface, but the general effect

is a slight dulling of the surface. Poor polish is usually caused by improper grinding.

Stones.—Any opaque or partially melted particle

of rock, clay, or batch ingredient embedded in the

glass. Lines.—Waves which extend continuously across the sheet so that the reflection from the surface appears as a line or series of lines extending either the full width or a considerable distance across the

sheet. Burns.—Small projections or indentations on the

surface, appearing as an area of small specks,

together with some destruction of the surface polish.

An imperfection occurring during the flattening of window glass caused by flattening furnaces becoming

too hot. Fire cracks.—Small cracks penetrating the surface

of the sheet. Usually in the shape of short hooked

crescents. Caused by sudden heating or chilling of the surface. Sand holes.—Rough spots on the polished surface produced during coarse grinding which fine grinding

did not later remove; due, to some extent, to coarse

grains of grinding sand becoming mixed with finer grades. Central area of sheet.—This term is used with

slightly different interpretation with reference to plate or window glass. In plate glass the central area is considered to form an oval or circle centered on the sheet whose axes or diameters do not exceed

80 per cent of the over-all dimension. This allows a fairly large area at the corners which may have

imperfections not allowed in the central area. In window glass the central area is considered as being a circle having a diameter equal to half the width of the sheet, or an ellipse having one diameter

equal to half the length of the sheet and the other diameter equal to half the width of the sheet. Plate Glass Manufacturers of America, specifica- tions for polished plate glass, revised to May 23, 1929. (This specification is the same as Federal Specifications Board specification No. 123, "Specifications

for Polished Plate Glass," see above, with the fol- lowing variations): Sizes and thickness, paragraph 2 reads: The standard stock thickness for glazing purposes

is yi inch, but this may vary between %2 and %2 inch. Tolerance in thickness.—When a certain thickness

is specified for a specific purpose, the tolerance in thickness shall be half the difference allowed on

standard thickness, although inch glass for glazing purposes is accepted within the latitude of b/z2 to %2 inch. The general variation in thickness should not be more than ]/%% inch for individual lights

under 10 square feet in thickness up to 34 inch. The

variation in lights over J<£ inch in thickness should not exceed one-half the total tolerance for that

thickness. Polished plate glass Yz inch and jio inch thick is carried in stock in the larger cities. Society of Automotive Engineers, 1928, recom- mended practice.

489
521.1 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

PLATE GLASS

The glass producer shall be furnished with a

templet of the finished glass. Only polished plate glass shall be used in windshields and front-quarter door windows.

Polished plate glass for windshields and passenger-car windows shall be of two grades: "Selected

glazing" and "Glazing."

"Selected glazing" plate glass shall contain practically no visible imperfections under specified conditions of inspection. Very fine scattered seeds are

permissible.

"Glazing" plate glass shall contain no other visi- ble imperfections than a few scattered seeds and

occasional faint strings or faint short finish marks.

The thickness of plate glass shall be %2 inch, with

tolerances of plus and minus Yie inch, with varia- tions in individual plates of not more than inch.

For definitions of terms used in the above specifi- cations see F. S. B. No. 123, page 485. 521.2 CLEAR WINDOW GLASS.

American Railway Engineering Association, speci- fications for buildings for railway purposes. GLAZING (1926)

The contractor shall furnish all labor, tools, equipment, and everything necessary to complete the

glazing required, and shall take proper precautions

to protect the public and employees of the company

from any and all damage from his operations.

The contractor shall furnish and set all glass of every description for window, door, transom, and

ceiling sash, including metal sash and all glass in skylights and marquises. Sash must be primed and

thoroughly dry before any glass is set. All putty, excepting for metal sash, shall be first- quality white-lead putty mixed with pure linseed oil.

Unless otherwise marked on the drawings, glass for wood sash shall be American, double strength,

class A.

Glass for main-entrance doors shall be polished

J4-inch plate glass. Glass for skylights, marques, metal sash, and

metal doors, unless otherwise specified or called for on the drawings, shall be %-inch factory ribbed wire

glass. Where opaque or figured glass is called for on the drawings this shall be Florentine, Maze, or other "approved" figured glass. Samples of all glass to be used shall be submitted

to the engineer for approval, and all glass to be used

in the work must conform strictly in quality with

the approved samples.

Glazing in metal sash.—Glass in metal sash and

doors shall be bedded in litharge putty, then clips or stops applied, back puttied and neatly face puttied; finished surface of putty shall show absolutely smooth, true, and free from sags or wrinkles. Glazing in wood sash.—Glass in wood sash shall be

back puttied, securely fastened with glazier's points

and neatly face puttied.

Glazing in doors.—Glass in wood doors shall be

fastened in place with removable wood stops. Glazing skylights and marquises.—Glass in skylights and marquises shall be secured in place by the

use of copper strips and copper screws and shall be

made water-tight.

FINAL CLEANING

Before the building is tendered for final accept- ance all broken glass shall be replaced and all glass

of every description shall be thoroughly cleaned. GENERAL CONDITIONS

All materials entering into the work and all methods used by the contractor shall be subject to the approval of the engineer, and no part of the work

will be considered as finally accepted until all of the work is completed and accepted.

The general conditions as given in 518.50, page 416,

shall be considered to apply to these specifications. Federal Specifications Board, specification No.

123, United States Government master specification

for flat glass for glazing purposes, April 1, 1924. CLEAR WINDOW GLASS

See 521.1, page 485. 521.3 WIRE GLASS.

Federal Specifications Board, specification No.

123, United States Government master specification

for flat glass for glazing purposes, April 1, 1924. WIRE GLASS

See 521.1, page 485. 521.4 ROLLED FIGURED SHEET GLASS.

Federal Specifications Board, specification No.

123, United States Government master specification

for flat glass for glazing purposes, April 1, 1924. ROLLED FIGURED SHEET GLASS

See 521.1, page 485. 521.5 PRISM GLASS.

Federal Specifications Board, specification No.

123, United States Government master specification

for flat glass for glazing purposes, April 1, 1924. PRISM GLASS

See 521.1, page 485. 521.6 SPECIAL QUALITY GLASS.

Federal Specifications Board, specification No.

123, United States Government master specification

for flat glass for glazing purposes, April 1, 1924. SPECIAL QUALITY GLASS

See 521.1, page 485. 521.7 SIDEWALK AND SKYLIGHT GLASS.

American Railway Engineering Association, specifications for buildings for railway purposes. GLAZING (1926) (SKYLIGHT GLASS)

See 521.2, above. United States Department of Commerce, division

of simplified practice, recommendation No. 49, sidewalk, floor, and roof lights, March, 1926. In accordance with the unanimous action of a

general conference of representatives of manufacturers, distributors, and users of sidewalk, floor, and roof lights, the United States Department of Commerce, through the Bureau of Standards,

recommends that simplified sizes, shapes, and styles

be established, as follows;

490
GLASS AND GLASS PRODUCTS 522.

Table 1.

Sidewalk lights (stock sizes and shapes)

ROUND GLASS

Diameter (in inches) Thickness

at supporting edge

Diameter

of shield Distance on centers m i Inch H

%

Inches

3J4 Inches4H

3 « M

SQUARE GLASS

Size (in inches) Thicknessat supporting edge

Size of

shield Distance on centers

by 3H 1 Inch %

Inches 4Inches

5

1 Inclosed in a cast-iron shield. The space between the glass and

shield should be filled with plastic compound when protection against the weather or traffic is necessary. Table 2.

Floor lights 1 ( stock sizes

)

SQUARE GLASS

Size (in inches) Thicknessat supporting edge

Size of

shield Distance on centers

Inch Inches Inches 4 by 4 »_ 1 No shield. 5

6Ys by (,% 2 1 No shield. 3H by 3J^ 3 H 4 5

i Where neither weather conditions nor heavy traffic have to be

considered, the cast-iron shield may be omitted at the option of the

architect or owner.

1 Without cast-iron shields.

3 Inclosed in a cast-iron shield. The space between the glass and

shield should be filled with plastic compound.

Table 3.

Roof lights 1 (stock sizes) SQUARE GLASS

Size (in inches) Thicknessat supporting edge

Size of

shield Distance on centers

Wi by 8J4- Inch H

Inches m by mInches

1 Glass used in this construction to be wire glass, and in all cases

set in a metal shield.

522. GLASS CONTAINERS

American Railway Association, signal section,

specification 11328, July, 1928, battery jar.

1. PURPOSE

(a) The purpose of this specification is to provide

primary battery jar for signaling.

2. DRAWINGS

(a) Figure 134, A. R. A., S. S., drawing 1053B, or Figure 135, A. R. A., S. S. drawing 1419, forms an

essential part hereof.

3. MATERIAL AND WORKMANSHIP

(a) Material and workmanship shall be first class in every respect.

(6) Manufacturer's identification mark shall be

blown on side of each jar.

(c) Variations shall be within the limits specified in Figure 134 or 135.

4. INSPECTION

(a) Purchaser may inspect the material at all stages of manufacture.

(6) Purchaser may inspect the completed product

to determine that the requirements of this specifica- tion have been met.

(c) If the material has not been accepted at point

of production and if, upon arrival at destination, it does not meet the requirements of this specification,

it may be rejected, and the contractor, upon request,

shall advise the purchaser what disposition is to be

made of the defective material. The contractor

shall pay all freight charges.

(d) If purchaser is to make inspection at point of production it shall be so stated.

5. TESTS

(a) Tests may be made at point of production, or on samples submitted, and may also be made at

destination.

(b) Contractor shall give the purchaser sufficient notice of time when material will be ready for testing.

(c) Contractor shall provide, at point of production, apparatus and labor for making the required

tests under supervision of the purchaser. *

(d) If tests are to be made at point of production

it shall be so stated. Purchaser will distinctly indicate which of the tests herein specified are to be made and what portion of the material shall be

tested.

(e) Purchaser shall select from the proposed

shipment either 4 or 20 jars for the heating and chill- ing test and 1 for the solubility test. (/) Breakage for each test shall not exceed 1 when

4 jars are tested or 2 when 20 jars are tested.

6. SOLUBILITY

(a) Expose 110 square inches of inside of jar surface by filling to the required level with a solution

consisting of 20 g NaOH (caustic soda) by titration in 100 cc of distilled water, then place in oven maintained at 120° F. for 100 hours. The jar shall not show a loss of weight in excess of 0.5 g.

7. HEATING TEST

(a) Jars having a specified wall thickness of three- sixteenths inch, placed one-third their depth in a

mixture of crushed ice or snow and salt at 5° F.

for 10 minutes shall not check or crack due to being

half filled with paraffin at 375° F. Temperature

shall be read with bulb of thermometer in ice and

against bottom edge of jar. Jars having a specified wall thickness of one-fourth inch shall withstand a

similar test with a paraffin temperature of 340° F.

8. CHILLING TEST

(a) Jars having a specified wall thickness of three- sixteenths inch maintained at a temperature of 225°

F. for 30 minutes, either in an oven or in a boding

saturated salt solution, shall not check or crack due

to being thrust bottom downward in a tub of ice water

at 40° F. and then tipped over and allowed to fill. Jars having a specified wall thickness of one-fourth inch shall withstand a similar test at a temperature of 212° F.

491
522. STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

, Js JVI0E3I

P^frill 1^ BRIGHT BRASS

16 (. NO. 14-24 T&P.

10535

(lOOOA.H.)

NOTES: JARS SHALL EE Of HEAT RESISTING GLASS

AND SO GROUND THAT COVER SHALL HAVE A TRUE BEARING. PORCELAIN COVER

SHALL BE GLAZED ON TOP AND EDGE

10532 BARREL SHAPE

.

10533 STRAIGHT SIDES.

10534- ii (500 AH)

Figure 134.

SCALE AND ALL DIMENSIONS ARE GIVEN IN INCHES. MATERIAL SHALL BE IN ACCORDANCE

WITH A.RA.3IG.SEC.SPECIFICATI0N.

(PRIMARY BATTERY

)

-A. R. A., S. S., drawing No. 1053B

492
GLASS AND GLASS PRODUCTS 522.

14191

HOTIS: JARS SHALL BE OF HEAT RESISTING GLASS

AND SO GROUND THAT COVER SHALL HAVE

A TRUE BEARING PORCELAIN COVER

SHALL BE GLAIED ON TO? AND EDGE

SOLUTION LINE SHALL BE PERMANENTLY MARKED ON WALL Cf JARS

THE VOLUME BELOW SOLUTION LINE FOR JAR 14192 SHALL BE NOT LESS THAN 44.00 CC

SCALE AND ALL DIMENSIONS ARE GIVEN IN INCHES 14193 . COVER rectangular jms and mm { PRIMARY BATTERY ) Figure 135.

A, R. A., S. S., drawing No. 1419

493
522. STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

9. PACKING

(a) Material shall be so prepared as to permit

convenient handling and to protect against loss or damage during shipment.

(b) Jars shall be furnished in multiples of the contents of a standard package. When not so ordered the manufacturer may correct the order to the nearest standard-package quantity.

(c) Standard package for jars in accordance with

Figure 134, details 10532, 10533, and 10534, and

Figure 135, detail 14192, shall hold 16 jars.

(d) Standard package for jars as shown on Figure

134, detail 10535, and Figure 135, detail 14191,

shall hold 8 jars.

10. MARKING

(a) Purchaser's order, requisition, and package

number, name of consignor, and name and address of consignee shall be plainly marked on outside of package.

(6) Detail list of loose pieces, containers, and

their contents shall be furnished for each shipment.

Where carload shipments are made routing and

car identification shall be shown.

(c) Where carload shipments are made name and

address of consignee may be omitted.

11. WARRANTY

(a) Contractor shall warrant the material covered by this specification to be free from defects in material and workmanship under ordinary use and

service, his obligation under this warranty being

limited to making, at point of. production, any

part or parts to replace those which shall be found

defective after shipment to the purchaser. This

warranty shall not apply to any apparatus which

has been subjected to misuse, negligence, or

accident. American Railway Association, signal section, specification 11728, July, 1928, battery jar. PURPOSE

(a) The purpose of this specification is to provide

storage-battery jar for signaling.

DRAWINGS

(a) Figure 136, A. R. A., S. S., drawing 1224B,

forms an essential part hereof. MATERIAL AND WORKMANSHIP

(a) Material and workmanship shall be first class in every respect. VARIATIONS

(a) Variations shall be within the limits specified

in Figure 136. INSPECTION

(a) Inspection requirements same as for A. R. A.

signal section, specification 11328 (given above).

TESTS

Section 5, items (a), (6), (c), and (d) of specifica- tion 11328 are part of the test requirements of this specification.

(e) In checking the sizes of jars a mandrel one

thirty-second inch larger than the maximum

outside dimensions and one thirty-second inch smaller than the minimum inside dimensions

specified in Figure 136 shall be used. Mandrel

shall move freely into the inside of the jar for a

distance of five-sixths of the depth of the jar and

over the outside for a distance of 1 inch from top

of the jar.

(/) Jar shall be filled with water at a temperature

of 50° F., after which live steam shall be injected

at such a rate as will raise the temperature to 200° F.

in one and one-half minutes. Jar shall then be

allowed to stand for one minute, after which cold water shall be injected at such a rate that jar will be cooled to a temperature of 50° F. in one and onehalf minutes. PACKING

(a) Material shall be so prepared as to permit

convenient handling and to protect against loss or damage during shipment.

MARKING

(Sec. 10 of specification 11328 covers the marking

requirements of this specification.)

Warranty

(Same as sec. 11, specification 11328.) Glass Container Association of America, types

of finish. (This association has adopted dimensional standards for 42 types of finishes, or closure structures,

for glass containers, in cooperation with the cap and closure and glass manufacturers.)

Interstate Commerce Commission, regulations

for transportation of explosives and specifications

for shipping containers. (The specifications of the commission, including

glass containers, may be obtained upon request

from the Interstate Commerce Commission, Washington, D. C.) United States Department of Commerce, divi- sion of simplified practice, recommendation No. 10, for milk and cream bottles and bottle caps, March,

1927. In accordance with unanimous action of manufacturers, distributors, and users of milk bottles, the United States Department of Commerce,

through the Bureau of Standards, recommends that

in respect to bottles used in the sale of milk and

cream the quarter-pint size be eliminated and that

the recognized sizes, capacities, and dimensions of the quart, pint, and H-pint bottles, and the sizes of caps for such bottles, be in conformity with the

following tables: Table. 1

Sizes of milk and cream bottles

Capacity Weight

Overall height

, Outside diameter

of body

Diameter of cap

seat (maxi- mum)

Outside diameter

of neck

Outside diameter

of roll'

Depth

of roll

Ounces Inches Inches Inches Inches Inches Inch Quart - 25H f M\ m } 3% 12%2 2Yt iHe

Pint 15H 7J4 1% 11^6 iHs

Half-pint 10 m 1% w 2Me

i For maximum and minimum limits, see table in Figure 138. Table 2.

Size of milk and cream bottle caps 1

Size number

No. 2.

Die

Inches VVs*

Thickness of paper board

Inch

0. 035-0. 040

1 One size of cap will meet the requirements for the four varieties of bottles shown in Table I.

494
GLASS AND GLASS PRODUCTS

A.H.

BATTERY JARS SAND TRAYS CELL COVERS HOLD-DOWXS

REF. MO. A B

c D E

REF NO. F 6 REF. NO. H «l REF. NO. K

st'o st'o WAX Mm Mm

40 12241 * «r

5" u" 122401 *e «r 1224 II 4" 122421 35"

SO 12242 Si 9?] 5f si- 122402 if 122412 << 3e"

120 12243 7" si' 122403 ii* 122413 122422 5z"

240 12245 «r 4] < 17' "£" 6|' (22405 <} 4' 122415 9e" 122424 &i" 400 12246 «r n" 17' »r 122406 4 «4 122416 «r 122423 9° NOTE : A VARIATION OF

J' EACH WAY FROM STANDARD SHALL BE PERMITTED IN DIMENSIONS 'C"F' ANO ' G '

.

-A -1 r" B"

ELECTROLYTE LINE

BATTERY JAR. , 0LA5S SHALL BE CLEAR. i"THI«,(l MW,|'MAlJ

1 r

v iwl-JZJ~^vz: ,/ v-a 'sz r-r> I Vi—. — cr

SAND TRAY.

SAND TRAYS FOR Z40 AH AND 400 AH JARS SHALL HAVE NINE ( 9 J INSULATOR FEET.

NOTES : CAPACITY OF JAR SHALL BE MOULDED OR ETCHED IN GLASS

OF JAR AND SAND TRAY. CELL COVERS AND HOLD-DOWNS

SHALL HAVE ROUNDED EDGES AND

CORNERS.

MATERIAL. SHALL BE IN ACCORDANCE WITH AR A S'.G. SEC SPECIFICATION.

[ wo

I—K —J |=kU HOLD-DOWN.

2 REQ'D FOR 240 AH. AMD 400 A.H. CELLS. CELL COVER.

SHEET GLASS ^"TO j" THICK, CORRUGATED ON ONE SIDE PAR- ALLEL TO DIMENSION 'J '.

I 1,1,1 2 3 4 5 6

j 1 SCALE CF INCHES.

STORAGE BATTERY JARS, COVERS, K0LD-DGWNS AND SAHD TRAYS.

STATIONARY TYPE. Figure 136.

A. R. A., S. S., drawing No. 1224B

495
522. STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

STANDARD ROLL

FOR BOTH QUART £ PINT SIZES

STANDARD ROLL

FOR f

PINT SIZE

-T—

I

t-E-

-B

"

Figure 137

United States Department of Commerce, division

of simplified practice, recommendation No. 91, glass containers for preserves, jellies, and apple butter, January, 1929.

MILK BOTTLE QLA5S FINISH

InqorI a B C E T H weight! SIZE 1 MAX. MAXj MIN.

liPINTl 5| 2.500 1.G5& 1.750 2.197 2.167 Flb I0oz.|

| PINT 7i 3.0&2 1.656 1.812 2.2feO 2.230 IS ISjoz.

QUftKT 9j 3.882 1.656 1.904. 2.260 2.230

II lb 25jpz

QUARTj;9i 13.312 71% 1.906 2.2fcO 2.230 II16 Z5i«J

NOTE

all bottles are to be finished for* 2 cap 0^.o*j

Figure 138 A general conference of representative manufacturers, distributors, and users unanimously recom- mends to the industry, through the Bureau of Standards of the Department of Commerce, the following simplified list of stock sizes based on the avoirdupoise weight of the food content.

Preserves Jellies Apple

butter

Ounces

2

4

812

1632

43

64

Ounces

24

6

8

10

12

16

Ounces

7

1428

38

523. TABLE GLASSWARE

523.1 BOTTLES (VINEGAR).

American Marine Standards Committee, kinds and

sizes of glassware for ship equipment, standard O

No. 8-1926, (Bottles). See 523.9, page 497. Federal Specifications Board, specification No.

121a, United States Government master specifica- tion for tableware, glass, September 25, 1926. TYPES AND ITEMS

1. This specification includes two types of glass tableware: A, blown or pressed ware and B, cut ware.

496
GLASS AND GLASS PRODUCTS 523.9

2. The following items are included: Tumbler,

vinegar bottle, sirup pitcher, salt shaker, and pepper

shaker. MATERIAL

1. Blown or pressed ware.—Shall be made from

either a lime or a lead flint glass, which may be melted in a pot or tank and may be either hand or machine made.

2. Cut ware.—Shall be made from a lead silica alkali glass commonly known as lead crystal. It

shall contain not less than 30 per cent of lead oxide and have a specific gravity not less than 3.0. GENERAL REQUIREMENTS

1. Glass shall be of such composition and so well annealed that articles will pass the shock test and

boiling test without showing any indications of corrosion, chipping, scumming, or cracking.

2. Design.—Ware shall be furnished conforming

to figures shown on drawings of ware adopted for Government use or as otherwise indicated in the

order, measurements and weights to be within the

following tolerances:

Per cent Dimensions ±3

Capacity - ±4

Weight - ±6 DETAIL REQUIREMENTS

1. All tableware shall be free from heavy cords, stones, and fine cracks. It shall be straight and

true so that when rotated about its vertical axis the top edges shall show an eccentricity of less than

one-eighth of an inch and the bottoms must be

sufficiently plane so that the ware will not rock on a smooth surface. All edges must be properly finished.

2. Pressed and blown ware may show faint color and have a few scattered bubbles (not exceeding

five one-hundredths inch in diameter) providing

the glass is of what is generally considered as good

color and the defects do not damage the appearance

of the ware. Surfaces shall be fire polished enough

to eliminate dullness.

3. Cut ware.—Ware shall be cut on a wheel from

smooth blanks and all of the exterior surface shall be smoothed and polished, including scallops and

notches. The interior of the blanks must be pro- tected from acid, during manufacture.

METHOD OF SAMPLING AND TESTING

1. Sampling.—In shipments of 10 dozen or less of any item, 2 articles of that item shall be selected at random for test. For shipments of over 10 dozen, 2 samples for each 10 dozen or fraction thereof shall be selected for test.

2. METHODS OF TESTING

(a) Boiling lest.—Articles shall be completely

immersed in distilled water in a closed vessel having a small steam vent and boiled continuously for six hours, boiling water being occasionally added to compensate for evaporation losses. The article shall be suspended in the water so that it does not come in contact with the containing vessel. Any

article which shows corrosion, scumming, chipping,

or cracking as a result of the boiling shall be considered as having failed to pass the test.

(6) Shock test for tableware.—Articles shall be

immersed in tap water at 18.5° C. ±2^° (65° F. ±5°), allowed to remain 10 minutes, then transferred suddenly into boiling water. This operation

shall be repeated five times. Cracking of the

article during the test shall be considered as a

failure.

(c) Determination of specific graoity.—Article

shall be dried at room temperature and weighed.

It shall then be weighed suspended in water, completely immersed. Very light cord or thread shall be used for suspending the article, depending upon

its weight. Specific gravity may be calculated from the formula: Dry weight _ .„ ., Dry weight—suspended weight ~specl c Sra

'vl y The entire article or broken portions of it may be

used for this test. Weighing shall be done accurately to at least one-tenth of 1 per cent of the

total weight.

(d) Failure of any item to pass any of the requirements shall be considered as a basis of

rejection of the article.

(e) If all samples taken pass the requirements,

the order shall be accepted; if any one item, such as tumblers or vinegar bottles, pass the requirements,

but another item fails to pass, that portion of the

order which passes shall be accepted, and that portion failing to pass shall be rejected.

PACKING

Shall be in accordance with commercial practice

unless otherwise specified.

523.2 PITCHERS.

American Marine Standards Committee, kinds and

sizes of glassware for ship equipment, standard O

No. 8-1926. (Pitchers.) See 523.9, below. Federal Specifications Board, specification No.

121a, United States Government master specifica- tion for tableware, glass; September 25, 1926. (Sirup pitcher, glass.) See 523.1 (above).

523.3 SHAKERS.

American Marine Standards Committee, kinds and

sizes of glassware for ship equipment, standard O

No. 8-1926. (Shakers.) See 523.9, below. Federal Specifications Board, specification No.

121a, United States Government master specifica- tion for tableware, glass; September 25, 1926.

(Salt and pepper shakers, glass.) See 523.1 (above).

523.4 TUMBLERS.

American Marine Standards Committee, kinds and

sizes of glassware for ship equipment, standard O

No. 8-1926. (Tumblers.) See 523.9, below. Federal Specifications Board, specification No.

121a, United States Government master specifica- tion for tableware, glass; September 25, 1926. (Glass tumblers.) See 523.1 (above).

523.9 MISCELLANEOUS TABLE GLASSWARE.

American Marine Standards Committee, kinds and

sizes of glassware for ship equipment, standard O

No. 8-1926. BLOWN WARE

All for passenger service and/or officers' mess. Tumblers

:

2%-ounce beverage. 5-ounce tall, grape or orange juice. 7-ounce tall, ginger ale. 10-ounce squat, saloon or stateroom.

497
523.9 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

10-ounce tall, soda or lemonade.

12-ounce tall, soda or ice tea. 14-ounce tall, ice tea. Stemware

:

1-ounce stemmed glass. 3-ounce stemmed glass. 3%-ounce stemmed glass. 5-ounce parfait.

5-ounce, low stem sherbert.

6-ounce, high. Miscellaneous: 54-ounce jug. 5-inch ice cream dish. 4J4-ounce handled sherbert cup. Liners for silver pots for horseradish or mustard.

(For replacements.)

Water bottle, standard size. PRESSED WARE

For passenger service and/or officers' mess.

Bottle, wide mouth, ground stopper. (For separate

use for oil, vingear, etc.) Bottle, ground stopper, for oil, vinegar, etc. (For

silver frame caster.) Dish, preserve, 7-inch oval. Dish, grapefruit or baked apple.

Punch bowl, 16-inch. Shakers, salt and pepper, metal or glass top. Shakers, salt, pepper, and paprika, silver-plated tops. (For individual caster.) Shakers, glass only. (For replacements.)

3-pint hallboy jug.

Tray, celery, 11-inch. Tumblers, 3-ounce oyster cocktaiL For crew and/or third-class service. Dish, 9y2 -inch. Pitcher, molasses or sirup, metal top. Shakers, salt and pepper, metal or glass top. Shakers, pepper and salt, large, metal top. Tumbler, 10-ounce. 524. LIGHTING GLOBES AND SHADES

American Marine Standards Committee, fixed

lights for ships, standards H No. 3, H No. 4, and

H No. 5, 1925. (These standards are for fixed ship lights of type

A, pressed-steel frame; type B, cast-brass frame; and

type C, cast-brass finished frame. The standards

include the recommended glass sizes of American

Marine Standards Committee, standard H No. 1, 1925. (See 521.1, p. 485.)) American Railway Association, signal section,

specification 5927, July, 1927, hand lantern globes.

GENERAL DESCRIPTION

(a) This specification covers all clear, red, yellow, green, and blue globes.

KIND OF GLASS

(a) Globes shall be made of low expansion heatresisting glass.

(6) Colored globes shall be made of solid color

glass; all globes shall be clear and free from opalescence, affecting the light transmitted. FURNISHING SAMPLES

(a) Samples shall be furnished free of cost and

shall be in excess of the number of globes ordered.

(6) The manufacturer must submit samples of globes, showing the extreme limits of colors which it

is proposed to furnish. These shall bear labels showing the photometric values, and, if approved,

will be kept as the standards.

PERMISSIVE VARIATIONS

Globes shall conform to A. R. A. Sig. Sec. 1610A

or 1611B. (Figs. 139 and 140.) MARKING

(a) Lettering specified in the order shall have the marking blown, etched, or sand-blasted upon the

glass.

(b) Globes shall have the manufacturer's trade- mark marked not more than \Yi inches below the

top of the globe.

WORKMANSHIP

(a) Globes shall be clear in color, of smooth surface, and have both ends finished without sharp

edges.

TESTS

(a) Manufacturer shall give the purchaser suffi- cient notice of time when material will be ready for

testing.

(6) Manufacturer shall provide, at point of production, apparatus and material for making required

tests. BOILING WATER TEST

(a) Globes shall stand immersion in boiling distilled water for two hours without showing any

disintegration.

PHOTOMETRIC TESTS

(a) Globes in the respective colors tested on a

photometer, shall be in accordance with the scale used in selecting the limits of photometric values in signal section specification 6918.

Globes Light Medium Dark

Extreme

variation from medium

Per cent Red— 260 200 140 30 Yellow _ 240 200 160 20 Green 125 100 75 25 Blue 125 90 55 39

(6) The photometric value shall be the average

of three readings taken, 90° apart, around the circumference of the test globes, on a level with the

flame. No readings shall be taken through the

lettering.

(c) If any of the samples fail to pass the photometric test, the purchaser may require any or all of the colored globes to be tested photometrically

in his presence, and all globes failing to pass within

the limits shown shall be rejected.

CHILLING TEST

(a) Clear, red, and yellow globes.—In making this

test the globe is placed in a hand-lantern frame,

suitable for the globe tested. The fount shall contain signal oil or kerosene. Suitable burners and

wicks for the lantern involved shall be used. The

wick shall be turned up as far as possible without

causing the lantern to smoke. The lantern shall then be tilted to an angle of 45°, keeping the flat edge of the flame in the same- plane as the flat edge of the wick and with globe so placed that the flame is directed against the side opposite the lettering; it shall be allowed to remain in this position for five minutes, during which period the flame shall be

regulated, if necessary, so that not more than 1

498
GLASS AND GLASS PRODUCTS 524.

MIN.?g'

^Of TOM* MUSK

WALL THICKNESS

GLOBE COLOR

WM.L THICKNESS WEIGVra-oz. M1N. MA*. jaliL MAX. 16(09 CLEAR V3Z" Viz" 10 14. I6I0S RED II II ii 16 YELLOW II II ii 16 BLUE V64" «/4" * *

iSIOS GREEN II ii *

S6M.E OF IMCMES

KOTE> ® WAIVES CHACMUKT OF KAMU- W6TUSIKG HejU'SCKcHTS. WAiV. TWCKXcSS MEiSuatB AT CKW. MATERIH. 3K4U. BE IS AGCOPGtlMCE WITH SECTION SfKIFiCiTiCSS. 4 OF TRM)£ MASK

MIN.3||!mA)L3^ ^tVM H. { MAX. |"

I—MIN-SgMAXalM ^WALL THICKNESS

GLOBE COLOR WAULTHICKNESS WEIGHT5-OZ.I

MIN. MAX, MIN. MAX. I6IQS CLEAR v 10 10 16107 RED II 11 17.5 1610ft YELLOW II ii M 17.5 16109 BLUE to ft *

161010 GREEN ii iii « » 1

Figure 139.-4. fl. A., <S. S., drawing No. 1610A

499
524. STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

4 OF TRADE MARK

MM 3^-

» MAiUff"-

WALL TWCMttSS —WALL

THICKKtSS

j GLOBE COLOR

WALL TOKK11SS5 v., MIH. CLEAR "To

-1 "sir

I Sill? RIB CI 5.5 I0.S mm Hsam II n 55 10.5 mm SLUE V4' # *

\ mm u ft | *

-» ruiu§ ZSS' jMAMff —

t OF TRADE

a—-KfSUff' MM. 3^-—>

WALL THtCKMSS

GLOBE COLOR

WALL THICKNESS wet&M • 01. 1 MAX. CLEAR 5.0 9.0 mu& RIB it 5.S 10.5 mmz YELLOW s.s 10.5 mm® 8l.UI w 1/4" fi- * 1 wim GRIIH »i st * j

GLOBE cau.a

WALL THlCtc(SS ;ss-t)l.

5.5 WMLB|| mum CLEAR "fff SO mm RED 5-5 no mnB YELLOW 5.S 1!.0

i mm3 BLUE *

1 mim GREEN 1 a- *

SCALE Of INCHES H0TEs-<3 WAIVED OH ACCOUHT OF MiWACTURffltj

REQUIREtsfiEHTS. WALL THItKHESS MEASURED AT EHOS Ot^Y. MATERIAL SHALL BE IN &CC0RDMX2 WITH

A.R.A. S'6. SEC. SPEESFIi&TO?*.

Figure 140.—A. fi. A., 5. drawing No. 1611B

500
GLASS AND GLASS PRODUCTS 524.

square inch of the globe surface is smoked. The

globe shall then be removed from the frame while in a vertical position with the large end downward,

dropped immediately into a tub of ice water, maintained at a temperature of between 43° and 50° F., care being taken that the globe does not strike the

ice on being dropped into the water.

(b) Green and blue globes.—In making this

test, the globe is placed in a hand-lantern frame,

standing vertically, and with the wick so regulated that the flame is not more than 1 inch high, or just

below the smoking point, and allowed to remain for three minutes. The globe is then dropped in ice water as described in section (a)

.

(c) Percentage of failures.—Globes of the various

colors, tested as described in sections (a) and (6), shall not show a breakage in excess of the percentage

given below:

Clear Red Yellow Blue Green 12M 25 25 30 30

(d) Additional chilling tests.—If samples fail to pass the chilling test, an equal number of additional samples will be taken for a second test, and if the average of both lots meets the tests the entire quantity shall be accepted, otherwise the entire quantity shall be rejected.

NUMBER OF GLOBES TESTED

(a) Samples shall be selected at random for photometric and chilling tests, as follows:

1. On orders of any one color aggregating

100 dozen 2 per cent of total. 50 to 99 dozen 4 per cent of total. 26 to 49 dozen 6 per cent of total.

1 to 25 dozen 8 per cent of total.

(b) At option of the purchaser, three additional globes from each lot may be required to make

boiling tests.

(c) Inspection and tests may be waived on orders

for less than 25 dozen globes.

REJECTION

(a) Globes which do not conform to the require- ments of this specification shall be rejected.

REHEARING

(a) When tests are made at the purchaser's

laboratory, samples of rejected material shall be

held for one month from date of test report. In

case the manufacturer is dissatisfied with results of tests, he may claim for rehearing within that

time. Failure to raise a question within one month

will be construed as evidence of satisfaction with

results of tests. The samples shall be scrapped and

claim for a rehearing will not be considered.

t INSPECTION

Inspection requirements same as for A. R. A.

signal section, No. 11328, see 522, page 491. NUMBER OF PACKAGES EXAMINED

(a) Not less than 10 per cent of all packages

cf globes shall be examined for conformity to the requirements in sections covering "Permissive

variations," "Marking," and "Workmanship,"

of this specification.

FREIGHT CHARGES

(a) Rejected material shall be returned to the

contractor, who shall pay freight charges both

ways.

ORDERING

(a) Globes shall be ordered in 5 dozen lots, as

far as possible.

PACKING

(a) Globes shall be carefully packed in barrels or boxes, marked to show style of globe, color, number of globes, weight, order number, requisi- tion number, and the purchaser's private mark.

Not more than 5 dozen globes shall be packed in each container. SHIPPING

(a) Globes shall be held at place of manufacture

until inspected, sampled, and tested, and, if accepted,

manufacturer shall load and ship them as required

by the purchaser. Federal Specifications Board, specification No.

122, United States Government master specification

for glass lantern globes and lamp chimneys, April

1, 1924. DESIGNATION

Articles covered in these specifications are clear and colored lantern globes used for hand lanterns,

railway signal lanterns, and similar uses, and for

clear lamp chimneys as used for interior lighting.

MATERIAL

Lantern globes.—These shall be made from a

glass which may be classed as a heat-resisting

glass because of its having a low coefficient of expansion or some other property producing the

ability to withstand sudden heating and cooling

without rupture.

The glass may be either pot or tank melted and

the articles may be either hand or machine made.

Lamp chimneys.—These may be made of any

type of glass provided it passes the requirements.

The glass may be either pot or tank melted and the

articles may be either hand or machine made.

REQUIREMENTS

Lantern globes.—Clear glass may show faint pink

or green color, but shall have what is generally

considered a good color. A few scattered bubbles

are permissible providing they do not interfere with the performance of the globe. Surfaces

shall be polished enough to eliminate dullness.

All colored globes shall be of solid-color glass and

pass photometric requirements specified in the order. Glass shall be of such composition and so well annealed that globes will pass the shock test for lantern globes and the boiling test without showing

any cracking, chipping, scumming, or corrosion. Lamp chimneys.—Glass may show faint pink or green color, but should have what is generally considered a good color. It may contain a few scattered bubbles (not

exceeding ;K o inch in diameter) providing such

defects do not damage the appearance of the ware.

Surfaces of chimneys shall be well fire polished. Glass shall be of such composition that it will pass

the shock test for lamp chimneys and the boiling

test without showing any cracking, chipping,

scumming, or corrosion. Lantern globes and lamp chimneys shall be free from heavy cords, stones, and fine cracks. Ware

shall be straight and true so that when rotated about

its vertical axis, the top edges shall show an eccentricity of less than l/$ inch, and the bottoms must be

sufficiently plain so that the ware will not rock on a smooth surface. Edges shall be either molded or ground to a smooth surface.

501
524. STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Design.—Ware shall be furnished conforming to

figures shown on drawings or as otherwise indicated

in the order, dimensions and weights to be within

the tolerances specified.

METHOD OF TESTING

Shock test for lantern globes.—Same as "chilling

test," American Railway Association, signal section,

specification 5927, see 524 (above), with the exception of the percentage limits for failures, which for

this specification are as follows:

Clear Ruby Yellow Green Blue 12^ 33Ji 33)i 50 75 Shock test for lamp chimneys.—Chimneys shall be

heated in an oven to 120° C. (250° F.) for at least 20 minutes. The chimney shall then be rapidly

removed and sprayed on one side with a finely

divided spray of water at temperatures between

60° F. (16° C.) and 68° F. (20° C). Chimneys

which crack as a result of this test shall be consid- ered as having failed. Boiling test—Articles shall be completely immersed

in distilled water in a closed vessel having a small steam vent and boiled continuously for six hours,

boiling water being occasionally added to compensate

for evaporation losses. The article shall be suspended in the water so that it does not come in contact with the walls of the containing vessel. Any article which shows corrosion, scumming,

chipping, or cracking as a result of the boiling shall be considered as having failed to pass the test. SAMPLING

Same as A. R. A. specification 5927 (above).

ACCEPTANCE

Failure of any type of article to pass any of the requirements shall be considered as a basis of rejection of the article.

If all samples taken pass the requirements, the order shall be accepted. If any one type of article passes, but another type fails to pass, that portion

of the order which passes shall be accepted and

that portion which fails to pass shall be rejected.

525. LENSES

525.1 LIGHTHOUSE LENSES.

(No nationally recognized specifications available.)

525.2 REFLECTORS.

(No nationally recognized specifications available.) 525.3 SIGNAL LENSES.

American Electric Railway Association, sizes of lenses for use in light signals (recommended), serial No. S105-25, 1925. For light signals employed in electric railway sig- naling, the diameters of the lenses should be as fol- lows: 5%, 6%, or 8% inches. American Railway Association, signal section,

specification 6918, signal roundels, lenses, and glass

slides. GENERAL

(a) Material.—1. Glass shall be of a composition

which is durable on prolonged exposure to the atmosphere. Colored glass shall be of a uniform solid

color. Flashed glass will not be accepted.

2. Glass shall have a refraction index of not less than 1.50 and a specific gravity of not less than 2.50.

(fr) Workmanship.—Workmanship shall be of the

best; glasses shall be true to size and form and practically free from chips, bubbles, streaks, and wrinkles

and shall have the name or trade-mark of manufacturer pressed on the outer zone.

(c) Color.—Red, green, yellow, blue, purple, and

lunar white glasses will be purchased.

(d) Wrapping.—Each glass shall be wrapped in paper of corresponding color.

(e) Tests.—1. Manufacturer shall give the pur- chaser sufficient notice of time when material will be

ready for testing.

2. Manufacturer shall provide at point of pro- duction apparatus and labor for making required

tests under the supervision of the purchaser.

3. Manufacturer shall test each glass, placing thereon a label showing that the photometric value

falls within the dark and light limits shown in sec- tion (b) under "Roundels," and shall submit all red

glass to the sodium test.

4. Purchaser reserves the right to make repetition

of the above tests.

(J) Samples.—Manufacturer shall submit samples

of glasses, showing the extreme limits of colors which

it is proposed to furnish. These shall bear labels showing the photometric values, and, if approved,

will be kept in the office of the signal engineer, as standard.

(g) Inspection.—(Inspection requirements same as

for A. R. A., signal section, specification 11328, see

522, p. 491.)

(h) Rehearing.—1. When tests are made at the

purchaser's laboratory, samples of the rejected material will be held for one month from date of test report. In case manufacturer is dissatisfied with re- sult of tests, he may make claim for rehearing within

that time. Failure to raise a question within one month will be construed as evidence of satisfaction with result of tests. The samples will be scrapped

and claim for rehearing will not be considered. ROUNDELS

(a) Design.—1. Roundels shall either be of the convex or flat type, as specified, and of high trans- mission glass, and be between twenty-one hundredths of an inch and twenty-nine hundredths of an

inch in thickness.

2. New designs shall be confined to 8% inches in diameter for high signals and 5% inches in diameter

for low signals.

(b) Photometric values.—1. Roundels will be subjected to spectrophotometric analysis. The follow- ing table gives an analysis of roundels of the various

colors of medium intensity, the first row of figures,

marked "Wave length," being the wave length of the light in different parts of the spectrum measured

in thousandths of a millimeter, and the other rows of figures are the percentages of light of the wave

length given in the first row, which the different roundels transmit. Roundels of medium intensity should transmit light as nearly as possible of this composition.

Wave

length Red Yellow Green Blue Purple Lunarwhite

0.41 40 80 90 90

.43 53 73 82 80

.45 62 68 74 69 .47 68 54 59 65 .49 70 27 18 54 .51 2 64 10 5 38

.53 8- 48 2 1 22 .55 18 30 2 .5 23 .57 29 16 1 .5 26 .59 42 6 11 .61 50 3 12 .63 47 54 1 11.5

.65 74 57 10.5 .67 78 57 .2 23 .69 75 55 1 12 5i

. 71 74 52 2 52 79

502
GLASS AND GLASS PRODUCTS 525.4

2. Comparison of old and new R. S. A. (A. R. A.

signal section) photometric scales. The R. S. A.

(A. R. A. signal section) in 1918 adopted cer- tain medium photometric standards for the respective signal colors, designating such medium values

as 100 (that is, 100 per cent). The present high

transmission colors corresponding to the table of wave lengths above permit an increase of the medium

photometric values as shown in the following table. Manufacturing conditions require a reasonable

variation from the medium as shown by the light

and dark limits, respectively.

Globes

Light

limit Medium

intensity Darklimit

Extreme

variation from medium

Per cent Hed 160 130 100 23 Green . 175 150 125 16%

Yellow 140 120 100 16%

Blue 125 100 75 25 Purple _ . ... 125 100 75 25 Lunar white 120 100 80 20

3. Red.—Shall be of such quality that all yellow rays of light emitted by the sodium flame are absorbed, the spectrum being either red or red*and

orange.

4. Green.—Shall be of the color known as admiralty green, having a slightly bluish tint as seen in daylight. The spectrum shall show most of the blue and green, a slight amount of yellow, and not more

than a trace of orange and red.

(d) Spreadlite.—L Spreadlite lenses may be either

of the optical or inverted type with cylindrical

segments on the smooth face.

(e) Yard (wide angle)

.

(/) Fresnel.

(g) Multifresnel.

2. Lenses 6% inches and over in diameter, ex- cept the yard (wide angle) type, shall have at least

five zones, and smaller lenses four zones.

3. New designs shall be confined to lenses of the diameter shown in sections 3 (a) and 3 (c). (6) Color.—1. Colored lenses shall have the same

photometric and spectrophotometric value as roundels of the same color.

(c) Focal length.—1. The focal length of each lens

shall be pressed on the outer zone, and shall be in accordance with following table:

Diameter, in inches Focal

length

4 _ Inches 2%

'3H3H

3H

\% or 5

6

4H

55H6U-—

mi

10

1 When used in lamp with 5-inch lens. GLASS SLIDES

(a) Material.—1. Thickness of slide shall be not

less than ninety-five thousandths of an inch, and

not more than fifteen hundredths of an inch.

>l.&Oe M/tX.

Width of--

Flange

{- Prismatic Area Diameter (.Outside)

9 1 -»| Jf^^/

\t Lens t>/ometer (OvtsiJe) \ FlGTJBE 141

5. Yellow.—Shall give a spectrum showing most of the red, all of the yellow, and part of the green, but no blue.

6. Blue.—Shall give a spectrum showing most of the blue, some green, and almost no red.

7. Purple.—Shall give a spectrum showing most

of the blue, some green, and a narrow band of the extreme red.

8. Lunar white.—Shall show blue and green, with

about 10 per cent of yellow and orange and some red.

It shall appear a light blue when viewed by daylight, and when placed in front of a yellow kerosene

flame it shall make this flame appear white. LENSES

(a) Design.—1. Lenses shall be of the polyzonal

design and one of the following types or the equivalent according to requirements:

(a) Optical.—1. Optical lenses shall have a smooth

outer face.

(b) Inverted.—1. Inverted lenses shall a have a smooth inner face.

(c) Optical and inverted.—1. Optical and in- verted lenses must focus to an area not exceeding

^8-inch in diameter, for all lenses up to the 6-inch

size, nor exceeding %-inch in diameter for the

larger sizes. When observed along the axis from

a distance of 20 to 40 feet, a small oil flame being

placed in the focus, the whole lens shall appear

equally illuminated, the risers of the steps showing

only as narrow dark rings.

(6) Design.—1. Slides shall be

{ pr^»d} to

size ordered.

(c) Color.—1. Slides shall have the same photometric value as roundels of the same color. ILLUMINATION

(a) The R. S. A. (A. R. A. signal section) stand- ard color light signal is based on the use of the ordinary yellow kerosene flame as a source of illumination. MARKING

(a) Purchaser's order and requisition number, name of consignor, and name and address of consignee shall be plainly marked on outside of package.

(6) Detail list of loose pieces, containers, and

their contents shall be furnished for each shipment.

Where carload shipments are made, show routing

and car identification.PACKING

(a) Material shall be packed so as to permit

convenient handling and to prevent loss or damage

during shipment.

525.4 LAMP LENSES.

Society of Automotive Engineers, lamp lenses (standard, 1929).

100925°—30 33 503
525.4 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Head-lamp lenses and prismatic-area diameters

Outside diameter Diameter of prismatic area

Wide flange (approxi- mately Vi inch)

Narrow

flange (approxi- mately J4 inch)

Maximum Minimum

8.00

8 25

8! 50 8.75 S.OO

7.50

7 75

i. oo

8.25

8. 50

6.980

7 230 7^480

7.730

7.980

6.955

7 205

7^455

7.705

9.955

9 25

9.' 50

9. 75 10.00

8 75

4. oo

9.25 9.50

8 230

8] 480 8.730 8.980

8 205 8^455

8.705

8.955

10.25

10. 50

10.75 11.00

9.75

10. 00

10.25 10.50

9.230

9. 480

9.730

9.980

9.205

9. 455 9.705

9.955

11.25 11.50

11.75 12.00

10.75 11.00

11.25 11.50

10.230

10. 480

10. 730

10. 980

10.205

10. 455

10. 705

10. 955

12.25 12.50

12.75 13.00

11.75

12.00

12.25 12.50

11.230

11.480

11. 730

11. 980

11.205

11.455

11. 705

11. 955

The thickness of the lens flange for all sizes of head-lamp lenses shown in the light-face type shaU

be %2 of an inch, plus Yn, minus 0, at the edge of

^Ma^Rad'4z

Figure 142

the prismatic area, and shaU be not less than Ys of an

inch at the edge of a lens. For sizes shown in bold- face type the thickness of the flange shall be Yis of an

inch, plus minus 0, and shall be not less than

Ys of an inch at the edge of a lens. The rear surface of the lens flange shall be plane.

This standard applies only to motor-vehicle

electric head lamps.

Locating notch.—A lens-locating notch as illus- trated shall be located at the bottom of all lenses except those having no prismatic structure. The center of the locating notch shall not be more

than one sixty-fourth of an inch to either side of the

vertical center line of the lens. TAIL-LAMP LENS DIAMETER

The lens diameter used for tail lamps shall be 3

inches, with tolerances of plus and minus Yw inch. The minimum light opening shaU be 2J/£ inches. SPOT-LAMP LENS DIAMETERS

The lens diameter used for spot-lamp lenses

shall be and 6 inches, with tolerances of plus and

minus Yz2 inch. The minimum light openings in the lamp door shall be 3J/2 and 5 inches respectively.

SIDE-LAMP LENS DIAMETERS

The lens diameters used in side lamps shall be as

specified in the following table:

Side-lamp lens diameters and light openings

Outside diameter Minimum light opening in door

Nominal Tolerances Nominal Tolerances

2VA

3

5

6

7

+0.-H2

+0, -H2

+0, -VS2 ±H2

±Vi2

inm,

2H

4

56

+0, -Hi

+0.-H2

+0,-H2

±H2

±H2

±H2

MOTOR CYCLE HEAD-LAMP LENSES

Motor cycle head-lamp lenses shall have a 6>g-inch outside diameter. The diameter of their prism

area shall be 5% inches. The tolerances for these diameters shall be ± %2 inch. The thickness of the bevel edge shall be %2 inch

at the edge of the prism area and Y& inch at the edge

of the lens, with tolerances of plus %4 inch and

minus 0. Four locking notches shall be used in other than plain lenses.

526. CHEMICAL AND OTHER GLASSWARE.

526.1 INSULATORS.

(No nationaUy recognized specifications available.)

526.2 CHEMICAL GLASSWARE.

American Chemical Society, standard sizes and

shapes of apparatus, 1927. (Standard sizes and shapes for laboratory apparatus are recommended in a report of the committee on standard apparatus of the American

Chemical Society. The report lists standard sizes for a number of items made of glass.) American Drug Manufacturers Association, standardized tablet bottles, 1923. This association has adopted a series of Blake

bottles for tablets which has been adopted by a number of the association members and is in use. The bottle numbers, capacity (to base of neck),

corkage numbers, and weights of the Blake tablet

series are as indicated in the following table:

No. Capacity

Corkage No.

Weight No. Capacity

Corkage No. Weight

Ounces Ounces Ounces Ounces

1882 H 2 Vi 1905 5 9 5H

1900 U 2 % 1906 6 10 6H

1901 Me 2 1907 7 10 7

1883 H 2 % 1908 8 10 7tt 1884 2 1 1909 10 10 9J4

1885 % 4 IK 1910 12 14 11 1886 % 4 1H 1911 14 14 12^

1887 l 4 m 1912 15 14 13

1888 IK 4 2 1913 16. 14 13J4 1902 1H 5 2H

1914 18 14 15J4 1889 2 6 2% 1915 20 16 17

1890 2J4 7 3H 1916 24 16 19

1891 3 7 3H 1917 28 18 21

1903 7 4

1904 7 4H

526.3 COVER GLASSES.

(No nationally recognized specifications available.)

526.4 TUBES AND TUBING.

(No nationally recognized specifications available.)

504
GLASS AND GLASS PRODUCTS 526.6

526.6 WATER GAUGES.

American Railway Association, mechanical division, specifications for water gauge and lubricator

glasses, 1925. L Scope.—These specifications cover glasses for water gauges and lubricators for use on locomotive

and stationary boilers classified as follows: Class A. Reflex type water-gauge glasses. Class B. Tubular type water-gauge glasses. Class C. "Bull's-eye" type water-gauge glasses. Class D. "Bull's-eye" type lubricator gauge

glasses.

I. PHYSICAL PROPERTIES AND TESTS

2. Optical test—Class A.—The test glass placed

reflex side down upon a dead black surface shall show

under sky or diffused artificial fight not to exceed 25 per cent dark or nonreflective area of the reflex surfaces.

3. Dipping test—(a) Classes A, B, and C.—The

test glass shall be suspended for two minutes in glycerin at a temperature of 200° F., after which it shall be withdrawn and immediately plunged into water having a temperature of from 35° to 40° F. This procedure shall be repeated with the temperature of the glycerin raised 25° each time until the

glass fails. So tested, glasses shall meet the require- ments of the respective classes shown below, viz: Class A and C.—Not spawl at or below 275° F. nor shatter nor break at or below 300° F. Class B.—Not spawl at or below 350° F. nor

shatter nor break at or below 375° F.

(6) Class D.—The test glass shall be heated in boiling water (212° F.) for a period of two minutes,

quickly removed therefrom and then immediately

plunged into water having a temperature of from

35° to 40° F. The test glass shall withstand nine heatings and dippings without spalling or breaking.

4. Solubility lest—Classes A, B, C, and D.—The

test glass shall be placed in a digester and subjected

to steam of 50 pounds pressure (with an allowable

variation of 5 pounds either way) for 48 hours. Under this treatment the glass shall not crack,

become permanently cloudy or otherwise show any

change which would impair its value as a gauge

glass.

5. Solubility test (optional) —(o) Class A.—The

test glass shall be mounted in a standard reflex water gauge holder and five steam at a pressure of 125

lbs./in.2 (with an allowable variation of 5 pounds

either way) allowed to blow through for 72 hours. Under this treatment the glass shall not crack,

become permanently cloudy, or otherwise show any

change which would impair its value as a gauge glass.

(6) Class B.—The test glass shall be mounted in a standard tubular water-gauge holder and live steam

at a pressure of 90 lbs./in. 2 (with an allowable variation of 5 pounds either way) allowed to blow through

for 72 hours. Under this treatment the glass shall show practically no cutting, corrosion or permanent

clouding, due to the action of the steam or other change which would impair its value as a gauge glass. Note.—Either the "Solubility test" or the "Solubility test (optional)" given above or both may, at the option of the purchaser, be made of the respective classes of glasses to which they are applicable.

6. Pressure test—Class B.—The test glass when

placed in a suitable holder shall stand without burst- ing a hydraulic pressure of 1,000 lbs./in.2 maintained

for one minute.

7. Samples.—Two samples each of classes A, C, and D and three samples of class B shall be taken at random from each lot of 10 dozen glasses. Samples

shall be furnished free of charge by the manufacturer

and shall be in excess of the number of glasses ordered.

8. Place of making test.—The purchaser may make

the tests to govern the acceptance or rejection of the

material in his own laboratory or elsewhere. Such

tests shall be made at the expense of the purchaser.

H. PERMISSIBLE VARIATIONS

9. Permissible variations—(a) Class A.—Glasses

shall conform to the limiting dimensions shown on

the purchaser's drawing within the following permissible variations:

Length inch plus, H6 inch minus. Width inch plus, H6 inch minus.

Thickness %t inch, plus or minus. The variation in width shall not exceed y32 inch, and

the variation in thickness between the gasket faces

shall not exceed }U inch for individual glasses. Glasses shall not show convex or concave gasket seat surfaces in excess of %t inch.

(6) Class B.—Glasses shall conform to the limit- ing dimensions shown on the purchaser's drawing

within the following permissible variations: Length.—Not less, nor more than }i inch greater, than that specified on order. Diameter.-—Not more than 0.02 inch over nor 0.04 inch under that specified on order. Out-of-round.—Not more than 0.01 inch. Thickness of walls.-—Be equal to % of the nominal

outside diameter with permissible variations of }i* inch under and %4 inch over.

(c) Classes C and D.—Glasses shall conform to the dimensions shown on the purchaser's drawing.

m. WORKMANSHIP AND FINISH

10. Workmanship and finish.—All glasses shall be

properly annealed, clear, and free from flaws and

defects. Class A.—The reflex and front surfaces of glasses

shall be highly polished. The ends of the reflexes

shall be brought down and terminated in an arc

across the ends of the glass. The gasket seat on the

reflex side shall be ground to a smooth flat surface. Class B.—Glasses shall be straight, of uniform

size and section, have smoothly finished ends, and be

clear and free from flaws. Classes C and D.—Glasses shall be highly polished on both inside and outside surfaces and be free from

fins and sharp edges.

IV. WRAPPING AND LABELING

11. Wrapping.—(a) All glasses shall be carefully

wrapped to prevent scoring and breaking.

(6) Labeling—Classes A and B.—Each individual

glass shall be indelibly* labeled with the name or trade-mark of the manufacturer.

(c) Class B.—Glasses shall be put up in lots of one dozen pieces, and each package labeled to show

the name of the manufacturer and number and size of glasses contained therein.

(d) Classes C and D.—Packages shall be labeled to show the name of the manufacturer and the number

and kind of glasses contained therein.

V. INSPECTION AND REJECTION

12. Inspection.—The inspector representing the purchaser shall have free entry at all times while work on the contract of the purchaser is being

performed to all parts of the manufacturer's works

which concern the manufacture of the material

ordered. The manufacturer shall afford the in- spector free of charge all reasonable facilities to

satisfy him that the material is being furnished in accordance with these specifications.

505
526.6 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

13. Rejection.—Material represented by samples

which fail to conform to the requirements of these

specifications will be rejected.

14. Rehearing.-—Samples tested in accordance

with these specifications which represent rejected

material shall be preserved for 14 days from date

of test report. 526.9 MISCELLANEOUS SPECIFICATIONS

FOR GLASS.

Federal Specifications Board, United States Gov- ernment master specification No. 368, for sponge and pin cups, March 24, 1926. TYPES

There shall be but one size and type of cup to serve the purpose of both sponge and pin cup. MATERIAL

The material shall be glass.

DETAIL REQUIREMENTS

The glass used in the cups shall be clear. The

general dimensions shall be approximately as follows: Over-all diameter, 3}i inches; height 1% inches. The cups shall have slightly internally concave

side walls and all edges shall be rounded.

METHOD OF INSPECTION AND TESTS

The glass shall be of such quality and strength that when the cup is dropped edgewise from the

height of a flat-top desk (approximately 30 inches)

to a wooden floor three times, it will not break. PACKING AND MARKING

Goods purchased under this specification shall be

packed and marked as required by the purchaser.

527. MIRRORS

(No nationally recognized specifications available.)

506
530-539 CLAY AND CLAY PRODUCTS

531. CLAY

531.0 GENERAL ITEMS.

American Ceramic Society, test for apparent

porosity, 1928. The apparent porosity shall be calculated by means of the following formula:

in which P = the per cent apparent porosity.

Sf = weight of the saturated fired test piece in grams. Wf = weight of the fired test piece in grams. Vf = volume of the fired test piece in cubic centimeters. American Ceramic Society, standard method for sampling ceramic materials as delivered, 1922.

(A) SHIPPED AND STORED IN AN UNGROUND

CONDITION

"Unground condition" shall mean material as mined which has not been crushed, ground, or intentionally mixed.

1. TIME OF SAMPLING The material shall be sampled when it is being

placed into or taken from railroad cars, ships,

barges, wagons, casks, bags, etc. Samples can

usually be taken advantageously as the material

passes through the crusher. Samples collected from

the surface of piles, bins, cars, etc., are generally

unreliable. If it is necessary, however, to sample

under such conditions, one-half the sample shall be taken from the lower third and one-half from the upper two-thirds.

2. COLLECTION OF THE GROSS SAMPLE To collect samples, a shovel or specially designed

tool or mechanical means shall be used for taking

equal portions or increments. The increments shall be regularly and systematically collected so that the

entire quantity of material sampled will be repre- sented proportionately in the gross sample, and with

such frequency that the gross sample of the required

amount shall be collected.

3. SIZE The standard gross sample shall not be less than 1 per cent of the total shipment.

(B) SHIPPED AND STORED IN A CRUSHED OR

PULVERIZED CONDITION

1. TIME OF SAMPLING

If the material is shipped loose, the sampling shall be done during loading or unloading as described under section Al.

If the material is in containers, all containers of each shipment shall be so marked, tagged, or labeled that they can be distinguished from all other shipments, and that ready reference can be had to the

shipper's name and the date of delivery.

2. METEOD OF COLLECTION

If the material is loose, the gross sample shall be taken as described under paragraph 2 above. If in containers, an opening shall be made in the sack

or barrel and a portion of the contents shall be

withdrawn. This sample should not be taken from

the top alone, but should represent all portions of the contained material. This can be done with the

aid of an open pipe, spoon-shaped rod, or other

suitable apparatus. If there is any reason to doubt

the uniformity of the shipment, it is best to test separately a larger sample from each container.

3. SIZE The standard gross sample shall not be less than

0.2 per cent of the total lot sampled.

(C) TREATMENT OF THE GROSS SAMPLE

1. CRUSHING

After the gross sample has been collected in the

case of unground material, it shall be systematically

crushed, mixed, and reduced in quantity by quartering to convenient size for testing. The largest

sizes of pieces allowable with various weights of samples are shown in the foUowing table:

100 pounds+ 2.0 inches. 100-50 pounds+ 1.0 inch. 50-25 pounds+ - 0.25 inch. 25-10 pounds+ No. 4 sieve. 10-5 pounds-!- No. 10 sieve.

5 pounds+ No. 20 sieve.

2. QUARTERING

The sample crushed to the required size shall be thoroughly mixed by coning and reconing on a

clean surface. The cone shall be flattened and then

marked into quarters by two lines which intersect at

right angles directly under a point corresponding

to the apex of the original cone. The diagonally

opposite quarters shall then be removed and the space that they occupied brushed clean. The

material remaining shall be successively crushed,

mixed, coned, and quartered until two opposite

corners shall equal the size necessary for testing.

The final portion shall be placed in a container

suitable for storage or shipment and carefully

marked.

American Ceramic Society, tentative method for sampling clay deposits, 1928.

1. PRELIMINARY SAMPLING

A face of the body of clay to be sampled shall be

carefully stripped of loose or foreign materials, and

a series of parallel trenches cut, each a straight line, so as to make as nearly as may be a vertical section

entirely across the outcrop. In the case of stratified or bedded deposits which are inclined, the direc- tion of these trenches shall be, preferably, across the

dip, so that a proportionate amount of clay will be obtained from each individual layer. Each trench

shall be about 12 inches wide, and deep enough to produce at least 100 pounds of material. Where

natural outcrops are not available for a sampling,

preliminary trials may be made with a hand auger, and test pits dug to the necessary depth to expose

a section (or face) of the clay.

As this may yield more material than is necessary

for even a complete series of tests, the clay from the

different trenches shall be reduced to lumps not

exceeding 2 inches in diameter, mixed together, and

reduced by quartering to about 100 pounds, which is

507
531.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

to be sent to the testing laboratory. The quartering shall be done on a heavy sailcloth at least 8

feet square.

If the deposit shows distinct difference in regard to

structure, color, or texture, each bed showing these individual differences shall be sampled separately,

provided they are sufficiently thick to be mined by

themselves or can be thrown out if undesirable. Where the clay is stored in stock piles the sample

may be taken from these, provided they are representative. At least one-half of the sample shall be taken

from the lower third of the pile. In the case of those clays which are being purified a sample of both the crude material and the clay as prepared for the market shall be taken. The samples collected as outlined above shall be

placed in clean tight-weave strong sacks and carefully labeled by means of two tags each bearing the proper

identification marks. One folded tag shall be placed

within the sack and the other securely attached to the outside.

2. EXTENDED SAMPLING

After a clay proves satisfactory in the preliminary

testing, the surrounding tract must be surveyed and

systematically sampled. A topographical survey of the tract shall be made. Holes shall be drilled or dug through the deposit not more than 100 feet apart. A record shall be kept of the thickness of each stratum encountered. By plotting these

results to scale the shape, size, and dip of the strata can be estimated. A few larger holes may be dug at the extremities of the property or at any points of doubtful value in order to get samples large enough for a complete

series of tests. These should be taken under the

direction of "Preliminary sampling."

American Ceramic Society, standard method for drying shrinkage, 1928.

1. SIZE AND SHAPE

The test pieces shall be made approximately

30 by 20 by 45 mm (l/8 by 1% by V/s inches). It is apparent that the dry dimensions will vary with

different clays.

2. PREPARATION

The clay shall be thoroughly dried at a temperature above 64° C. but under 76° C, and crushed to pass a standard No. 20 sieve. (Tentative Standard

Scales for Testing Sieves.) It shall then be made up

with water to a soft plastic consistency and thor- oughly wedged and kneaded by hand.1

3. MAKING TEST PIECES

The test pieces shall be made in a suitable metal

mold measuring approximately 30 by 30 mm

(V/s by V/s inches) by any desired length. After making, the pieces shall be cut into 45-mm (1%-inch)

lengths. The mold shall be thinly and evenly oiled with kerosene or a light machine oil only as fre- quently as is necessary to keep the clay from sticking.

The test piece shall be formed by taking in the hand a lump of clay, somewhat larger than required

to fill the mold, and kneading it into a roll approximately the length of the mold. It shall then be

placed in the mold and forced into the corners by

blows with the cheek of the fist. The excess shall then be struck off with a wire and the piece slicked with a spatula and appropriately marked or numbered for identification. Care should be taken by

the operator to keep his hands free from oil. The

i This consistency will permit of the careful handling of the piece immediately after forming.

test piece shall be removed from the mold immediately and transferred to a smooth, straight pallet, care being taken not to distort it. If preferred, the test piece may be made in a

piston plunger press fitted with a die 30 mm

(lYe inches) square. In either event the corners

of the test piece shall be slightly rounded.

4. PLASTIC VOLUME

The plastic volume shall be determined immediately in a volumeter of the Seger type. Kerosene

with s specific gravity of about 0.8 shall be used as the measuring fluid. The volume shall be read to the nearest 0.1 cc.

5. DRYING

After the plastic volume is determined the surfaces

of the test pieces shall be dried lightly with a soft cloth to remove the film of kerosene, and allowed to dry at room temperature until air dry. They shall then be dried at a temperature between 64° and 76°

C. for at least five hours and finally at 110° C. to approximately constant weight. They shall not be

allowed to cool to room temperature between these two drying operations unless they be placed in a

desiccator. After the final drying treatment they

shall be placed in a desiccator to cool and remain

there until the test is continued.

6. DRY VOLUME

The dry test pieces shall then be allowed to soak

in kerosene of the same specific gravity as that used

in the volumeter for at least 12 hours, after which

the volume shall be determined in the same manner

as specified for the plastic volume in paragraph 4. The volume shrinkage shall be calculated by the

following formula:

in which

6= per cent volume shrinkage.

Fp=the plastic volume.

Fc2=the dry volume.

7. LINEAR SHRINKAGE

This value shall be calculated from the per cent volume shrinkage by the formula:

0=100 [V^IST1 ]

in which

a=per cent linear shrinkage.

8. REPORT

In reporting drying shrinkage, the following

information shall be given, and these values shall be the means of results obtained on two test pieces:

(a) Volume shrinkage in percentage of the dry

volume, and (6) linear shrinkage in percentage of

the dry length.

American Ceramic Society, standard method for behavior in firing, 1928.

(A) PREFACE

DATA REQUIRED

In order to determine the behavior of a clay in

firing, the following data must be obtained: (a) Progressive change in porosity and (b) progressive

change in volume. ADDITIONAI TJSEFT7I DATA Knowledge of the following properties will always

be useful, checking, in a measure, the accuracy of

508
CLAY AND CLAY PRODUCTS 531.0

the above determinations: Changes in (c) color,

(d) hardness, (e) absorption, (/) mechanical strength,

and (g) apparent specific gravity.

(B) METHOD

1. TEST PIECES The clay shall be prepared and the test pieces

formed as defined in the Method for drying shrinkage

(given above) sections 1, 2, and 3. They shall then be dried and the dry volume deter- mined as defined in sections 5 and 6 of the same

method.

2. FIRING The test pieces shall be placed in a refractory muffle or sagger as thin-walled as possible, which is set in the test kiln. The test pieces shall not be

stacked together too compactly. The test kiln shall be of such size that the effective space available is not less than cubic feet. The heating may be

accomplished by any convenient means, but the temperature distribution should be thoroughly ex- plored during the first few firings. A set of pyrometric cones of the Seger formulas as made by Edward

Orton, jr., shall be placed as closely to the stacked-up

test pieces as possible; but temperature control by means of a platinum platinum-rhodium thermocouple is required also. The temperature, therefore, shall be reported in terms of cones and the pyrometric readings, in which correction has been

made for the cold-junction temperature.

The range of cones used shall cover the firing range of the clay, which must be judged by the

operator. Generally, the cones to be placed in the

kiln are 014 to 3 for impure, common brick clays,

012)4 to 5 for shales and the better types of ferru- ginous clay, and 02 to 15 for clays of the fire-clay

type. Oxidizing conditions must be maintained

during firing. The heating shall preferably be at the rate of 45° C. per hour from the start of the firing until a

heat treatment is reached, corresponding to the

softening point of the third consecutive cone below

that at which the first trial is to be drawn; and

20° C. per hour from that point until the end of the

firing. In no case shall the rate of heating be greater

than 60° C. per hour or less than 30° C. per hour

for the first period, or greater than 25° C. per hour

or less than 15° C. per hour for the last period.

3. DRAWING THE TEST PIECES According to the nature of the clay, test pieces are first drawn at cone 010 for impure, common

brick clays; cone 08 for shales and the better grades

of ferruginous clay; cone 2 for clays of the fire-clay

type. A test piece is then, drawn from the kiln at each interval of two cones, and immediately before drawing the temperature indicated by the pyrometer

shall be recorded. The removal of the test piece

from the kiln shall be done as quickly as possible to avoid cooling down the kiln too much. It will be

necessary as a rule to increase the rate of application

of heat a little after each draw. Upon removal from the test kiln the test pieces

shall be (a) immediately covered with hot sand or

(b) placed in a small supplementary furnace kept

at a dark-red heat and large enough to hold all of the test pieces to be drawn. Upon completion

of the firing, the auxiliary furnace shall be allowed

to cool at the natural rate. (While it is recognized

that furnace control by means of a thermocouple

is more definite and accurate than with pyrometric

cones, especially for testing purposes, trials have

demonstrated that the use of cones minimizes the

variations between one firing and another, due to

slight differences in rate and uniformity of heating.)

4. WEIGHING When cool enough to handle the test pieces shall be placed in a desiccator containing concentrated

sulphuric acid until they have cooled to room temperature. They shall then be carefully inspected

and any adhering particles of sand or other material,

picked up during firing, carefully removed. They

shall then be weighed on a balance to an accuracy

of 0.1 gram.

5. SATURATION The weighed test pieces shall be placed in distilled water in a suitable vessel and boiled for two

hours, then allowed to cool to room temperature,

while still immersed in water. During boiling the

test pieces shall not be in contact with the heated

bottom of the container.

6. SATURATED WEIGHT When cooled to as near 20° C. as possible in the room atmosphere each test piece shall be dried

lightly with a damp towel to remove the excess water and weighed in air to an accuracy of 0.1 g.

7. FIRED VOIUME

The fired volume shall be determined in a volu- meter of approved type.

American Ceramic Society, sag tests (tentative), 1928.

(A) PREFACE

The purpose of such a test as here defined is to determine the temperature and rate of softening

under fixed conditions of load and heat treatment,

as evidenced by transverse bending. For grogged

mixtures that must support transversely applied

load it supplies a direct test. "Fine grog bodies" are understood as those containing grog finer than that which will pass a No. 20

sieve, and "coarse grog mixtures" those containing a grog of a coarser size in any percentage.

(B) METHOD FOR CIAY AND FINE GROG BODIES

1. SHAPE AND SIZE The test pieces shall be bars measuring 12 mm

(3^ inch) thick by 25 mm (1 inch) wide by 230 mm

(9 inches) long when thoroughly dry.

2. MAKING

The bars shall be made in plaster molds by casting the clayslip to such thickness that when dry it will be somewhat thicker than 12 mm (% inch). This

shall be allowed to dry slowly at room temperature

until leather hard and then cut into strips somewhat

wider than 25 mm (1 inch) and longer than 230 mm

(9 inches). The oversize necessary will depend on

the drying shrinkage of the clay. When thoroughly

dry the bars shall be sized exactly by rubbing or

scraping.

3. SETTING The bars shall be set with the 25 mm (1 inch)

dimension, horizontal, in covered saggers. They

shall rest on two fire-clay knife edges spaced 177 mm

(7 inches) apart.

4. KNIFE-EDGES

It is recommended that the knife-edges be tri- angular in cross section and 45 mm (1% inches) high.

5. HEAT TREATMENT The test kiln shall be of such size that the effective space available is not less than 1% cubic feet. The

509
531.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

heating may be accomplished by any convenient means, but the temperature distribution should be

thoroughly explored during the first few firings. A

set of pyrometric cones of the Seger formulas as made by Edward Orton, jr., shall be placed as closely to the test pieces as possible, but temperature control by means of a platinum platinum-rhodium

thermocouple is required also. It is obvious that the

kiln must be fired separately for each heat treatment. The heating shall preferably be at the rate of 45° C. per hour from the start of the firing until a temperature of 800° C. is reached and 20° C. from that point until the end of the firing. In no case shall the

rate of heating be greater than 60° C. per hour or less than 30° C. per hour for the first period, or greater

than 25° C. per hour or less than 15° C. per hour for the last period.

6. NUMBER OF BARS Two bars of the same clay shall be set for each heat treatment. The number of heat treatments is optional, but for data upon which to base conclusions on rate of softening, at least five heat treatments at two cone intervals shall be made.

7. WARPAGE RATIO The amount of warpage shall be indicated by

the ratio, to the second decimal place, of the amount

of deflection in tenths of a millimeter to the span

of 177 mm (7 inches), and shall be the average

of two bars.

8. VARIATION

If one bar shows a deformation more than 20

per cent greater than the other, the test shall be

considered faulty and the results discarded.

(C) METHOD FOR COARSE GROG MIXTURES

1. SHAPE AND SIZE The test piece shall be 65 mm (2% inches) square and 330 mm (13 inches) long when fired. A vari- ation of ± 3 mm (Yb inch) is allowable in the cross- sectional dimensions.

2. MAKING

The bars shall be made in a suitable mold. The

mixture shall be made up to soft plastic consistency

and thrown forcibly into the mold, so as to completely fill out the lower corners. The first lump

shall be thrown in the center and then the ends

filled in a similiar manner. The excess shall then be struck off with a wire and the top of the bar

slicked off with a spatula and appropriately marked.

The bars shall then be thoroughly dried and fired to at least one cone higher than that at which

warpage is to be determined. Such care shall be taken in setting that no warpage or sagging occurs in this preliminary firing.

3. SETTING The bars shall be set on flat fire-clay supports

with a span of 255 mm (10 inches) and loaded in the center with a fire-clay stirrup having a knife- edge support. The load shall be 4.5 kg (10 pounds)

for bars of exactly 65 mm (2% inches) square

cross section. For bars within ±3 mm (Y& inch)

of these dimensions the load shall be calculated as

follows:

P=0.0185 6<fl where

P=load in kilograms.

b — breadth of bar in centimeters. d>= depth of bar in centimeters. or P=0.64 6#i

where

P=load in pounds.

6-= breadth of bar in inches. d—depth of bar in inches.

4. HEAT TREATMENT The heat treatment shall be the same as specified

above for clay and fine grog bodies.

6. NUMBER OF BARS The number of bars shall be the same as specified

above for clay and fine grog bodies.

6. WARPAGE RATIO The warpage ratio shall be calculated as already

specified for clay and fine grog bodies.

7. VARIATION

Allowable variation shall be the same as specified

above for clay and fine grog bodies. American Ceramic Society, standard method for shrinkage and pore water, 1928.

(A) PREFACE

"Shrinkage water" is defined as that portion of the water of plasticity which is driven off up to the point where shrinkage ceases. "Pore water" is defined as that portion of the water of plasticity

which is driven off from the point where shrinkage

ceases until the clay piece has reached approximately constant weight at 110° C. Thus shrinkage water plus pore water equals the water of plasticity.

(B) METHOD

1. DATA The data necessary for the calculations here involved are the plastic volume and the dry volume,

as determined in the Method for Drying Shrinkage,

and the dry weight and water of plasticity as determined in the Method for Water of Plasticity.

2. SHRINKAGE WATER The following formula shall be used:

in which

<i =the per cent shrinkage water. Vp — the plastic volume in cubic centimeters. Vd=the dry volume in cubic centimeters. Wd=the dry weight in grams.

3. PORE WATER The following formula shall be used:

<s= T-h

in which

i2 =the per cent pore water. T=the per cent water of plasticity.

American Ceramic Society, standard method for slaking test, 1928.

(A) PREFACE

The method here defined differs but little from the

practice which is generally followed. The principal

amendments are in the closer specifications on the

size of screen and temperature of water. The latter particularly has a marked effect upon the slaking values obtained.

510
CLAY AND CLAY PRODUCTS 531.0

(B) METHOD

1. TEST PIECES The test pieces shall be cubes made of a mixture of 50 per cent by weight of ground flint and 50 per cent

of the clay to be tested which has been ground

to pass a ISlo. 30 sieve. (Tentative Standard Series

of Testing Sieves.) The flint shall be of the grade

and fineness ordinarily termed "potters' flint" and

shall all pass a No. 100 sieve. (Tentative Standard

Series of Testing Sieves.) The cubes shall be 2.5 cm (1 inch) on an edge in the wet state.

2. MAKING THE TEST PIECES The test pieces shall be made by pugging or working the mixture by hand to its best plastic consistency, batting out into a slab 2.5 cm (1 inch)

thick, cutting from this a strip 2.5 cm (1 inch) wide,

and subdividing this strip into 2.5 cm (1-inch cubes).

3. DRYING The drying shall be accomplished in three stages,

(a) at a room temperature until air dry, (b) at a temperature between 64° and 76° C. for at least

five hours, and finally, (c) without allowing to cool to room temperature, at 110° C. until approximately

constant in weight. The test pieces shall then be

cooled to room temperature in a desiccator.

4. THE SCREEN The slaking shall be done on screens corresponding

to a No. 2Vi sieve. (Tentative Standard Series of Testing Sieves.)

6. WATER The temperature of the water shall be held at 25° C. ± 1° C., or 77° F. ± 2° F.

6. SLAKING

After the samples are thoroughly dried and cooled

(par. 1 above) they shall be placed on a screen and

carefully immersed in water, care being taken to prevent agitation of the water during the slaking

operation. The water shall be at least 2.5 cm (linch)

deep under the test piece and the top of the piece

shall be immersed in the water to a depth of not less than 1.2 cm* (^2 inch) and not more than 2.5 cm

(linch).

7. REPORT The only datum to be obtained is the time required

in minutes for the whole of the test piece to slake and settle through the screen. The time reported

shall be the average of two-determinations.

American Ceramic Society, test for apparent

specific gravity, 1928. The apparent specific gravity shall be determined

by the formula

Vf-{Sf-Wf)

in which

(?=the apparent specific gravity.

BULK SPECIFIC GRAVITY

The bulk specific gravity shall be calculated by

the formula

in which

G6 = the bulk specific gravity.

American Ceramic Society, standard method for true specific gravity, 1928.

1. SAMPLE

For raw ceramic materials, the sample shall be

taken with the same care and precision as for chemical analysis. For fired materials, the sample shall consist of at least two portions of the test piece or ware, from different positions, and the ratio of

original surface to volume shall not be greater than

in the whole piece.

The sample shall be crushed between hardened

steel surfaces, when crushing is necessary, and then

ground in an agate mortar, to pass a No. 100 sieve (Tentative Standard Scale for Testing Sieves). In fired samples or those not likely to contain magnetic material as an original constituent, any magnetic material present after crushing shall be removed

with a magnet. About 10 g shall be prepared in

this manner, dried to constant weight at 110° C,

and placed in a glass-stoppered weighing bottle.

2. THE PYCNOMETER

The pycnometer shall be of good quality and

workmanship with the mouth ground flat so that

there shall be no rounded recess between stopper

and bottle when the stopper is in place. The stopper

with a capillary tube shall be used.

3. WEIGHING

All weighings shall be made on an accurate chemical balance to the third decimal place in grams, with

material, and in an atmosphere at a temperature

of 20° C.±l° C. The weight of the bottle and

stopper dried at 110° C. shall be recorded as p and the weight of the bottle filled with distilled water with the stopper in place as w\.

4. INTRODUCING THE SAMPLE

About 2 g. of the sample shall be placed in the pycnometer (which has been dried at 110° C.) and

weighed with the stopper, the weight being recorded

as w. The bottle shall then be filled to approximately one-third its capacity with distilled water, the stopper put in place with a piece of paper be- tween stopper and bottle to prevent sticking, and

boiled with care for 15 minutes. The bottle shall then be filled with distilled water to the base of the neck and allowed to cool to 20° C. ± 1 C. When cool and the sample settled, the filling shall be completed

and the bottle wiped dry with a soft cloth.

5. FINAL WEIGHING

The pycnometer shall then be weighed and the weight recorded as w>2 .

6. CALCULATION

The true specific gravity shall be obtained by the formula

:

Gt=

(W —p) — (W2—K'l) in which

Gt =the true specific gravity.

w=weight of the stoppered pycnometer and

sample. p = weight of the stoppered pycnometer.

u>i = weight of the stoppered pycnometer filled with water.

w)2 =the weight of the stoppered pycnometer sample and water.

7. CHECKS

Two determinations shall be made and reported

and they shall check to within 0.005. American Ceramic Society, tentative method for transverse strength, 1928.

511
531.0 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

METHOD

1. PREPARATION The clay shall be thoroughly dried at 64° C. or above, but under 76° C, crushed and screened to pass a No. 20 sieve. It shall then be thoroughly

mixed dry with an equal amount by weight of stan- dard silica sand that passes a No. 20 sieve (Tentative Standard Series of Testing Sieves), and is re- tained on a No. 30 sieve. The mixture shall then

be made up to soft plastic consistency with water and thoroughly pugged by hand.

2. SHAPE The test piece shall be made in a suitable metal or wooden mold. It shall be 17.5 cm (7 inches) long

and have a 2.5 cm (1 inch) square cross section in the plastic state.

3. FORMING The mold shall be evenly and thinly oiled with

kerosene and placed on a firm, smooth surface. A

lump of the clay mixture, somewhat larger than is required to fill the mold, shall be thrown forcibly into the mold so as to completely fill out the lower

corners. The excess shall then be cut off with a

spatula, and the top slicked off and appropriately

marked. The marking should be near the ends, so as not to deform the center of the bar.

4. DRYING The test pieces shall be allowed to dry under a

cloth at room temperature for two days, then exposed

at room temperature until air dry. During this period they shall be turned every 12 hours to make

the drying more uniform. They shall then be placed

in a drier operating between 64° and 76° C. for at

least five hours, and from there transferred to a

drying oven, operating at 110° C, where they shall remain until approximately constant in weight.

5. BREAKING The test pieces shall be cooled in a desiccator and

then broken in a suitable machine, having knife edges with a 6 mm inch) radius and 12.5 cm

(5 inches) apart. The machine should have an

automatic shut off for the shot, and the rate of loading should be about 45 kg (100 pounds) per minute. The depth and breadth of the bar shall be taken at the break, and each shall be the average

of three measurements taken to the nearest 0.25 mm(0.01 inch).

6. MODULUS OF RUPTURE The modulus of rupture shall be calculated by the formula

2M» where

M<= modulus of rupture in kg per square centi- meter. P>= breaking load in kg (read to the nearest 0.1 kg).

£= distance between knife edges in cm. 6= breadth of bar in cm.

d = depth of bar in cm.

or, if the English system is used, the units will be

pounds and inches, and the modulus will be obtained

in pounds per square inch by the same formula. Ten bars shall be broken and the average modulus

of rupture reported. Two faulty test pieces are permissible in the case of which the average of the

eight or nine remaining shall be reported.

7. VARIATION A variation of plus or minus 15 per cent from the average modulus of rupture is permissible. Test

pieces showing a greater variation shall be considered

faulty and discarded; but as indicated in 6 preceding,

if more than two are thus discarded, the test shall be repeated.

American Ceramic Society, test for volume change,

1928. The volume change shall be determined by the

relation Vd—Vf

k y^XlOO

in which

&i =per cent volume change.

Vd<= volume of the dry test piece in cubic centi- meters. American Ceramic Society, standard method for water of plasticity, 1928.

1. TEST PIECES

The test pieces shall be of the same size and shape

and made in the same manner as defined in the Method for Drying Shrinkage (see p. 508) , sections 1, 2, and 3.

2. PLASTIC WEIGHT

The edges and corners of three test pieces shall be

rubbed lightly with the finger to prevent loss in handling. They shall then be weighed on a bal- ance to an accuracy of 0.1 g.

3. DRYING

After the plastic weight is obtained the test pieces shall be allowed to dry at room temperature

until air dry. They shall then be dried at between

64° an 76° C. for at least five hours and finally at 110° C. until approximately constant in weight.

4. DRY WEIGHT

The dried test pieces shall be cooled to room temperature in a desiccator and then weighed with the same accuracy as before (par. 2).

5. CALCULATION

The water of plasticity shall be calculated as a

percentage of the weight of the dry clay bar by the

following formula:

in which

T =per cent water of plasticity.

weight of the plastic test piece.

Wd*= weight of the dry test piece.

6. REPORT

The average of the three values obtained shall be

reported as the per cent water of plasticity.

531.1 BAIL CLAY.

(No nationally recognized specifications available.)

531.2 CHINA CLAY.

(No nationally recognized specifications available.)

531.3 FIRE CLAY.

Eastern Clay Products Association, specification

for brick chimneys with fire-clay flue linings (rec- ommended).

(See 518.55, p. 422.) Eastern Clay Products Association, standards,

fire-clay flue linings and fittings.

512
CLAY AND CLAY PRODUCTS 531.3

(The association has prepared dimensional stand- ards for the following items: Rectangular fire-clay

lining, round fire-clay flue lining, and fire-clay flue rings.)

Federal Specifications Board, specification No.

334a, United States Government master specifica- tion for clay, fire, August 7, 1926. CLASSES

Fire clay shall be of the following classes: F, fine, and C, commercial.

MATERIAL

This specification covers a heat-resistant material composed entirely, or principally, of fire clay and

which is used in laying up fiie-clay refractories. It shall be sufficiently free from grit and of such

quality and plasticity that it will spread satisfac- torily with a trowel when tempered with water. DETAIL REQUIREMENTS

1. Class F.—The material as furnished shall be

air dry and ground to the following fineness: Not

more than 4 per cent shall be retained on a United

States standard sieve No. 20.

2. The material shall show satisfactory bonding

power.

3. The softening point shall be not more than 3 cones (approximately 60° C, or 108° F.) lower than

that of the fire-clay brick or shape with which it is to be used.

4. When specified, the material shall pass the Navy simulated service test.

5. Class C.—The material as furnished shall be

air dry and ground to the following fineness: Not

more than 10 per cent shall be retained on a United

States standard sieve No. 20.

6. The material shall show satisfactory bonding

power.

7. The softening point shall be not more than 3 cones (approximately 60° C, or 108° F.) lower than

that of the fire-clay brick or shape with which it is to be used. METHOD OF INSPECTION AND TESTS

1. Sampling.—(a) When shipped in containers a sample shall be taken from one of every 100 containers

or less. The sample shall be taken by dumping the container and quartering the material to provide a 5-pound sample for the laboratory.

(6) When shipped in bulk the sample shall be so taken that it will represent an average of all parts of the shipment from top to bottom and shall not

contain a disproportionate share of the top

and bottom layers. The sample shall consist of 1 shovelful for each 3 tons of material, but not less than

10 shovelfuls taken from different parts of the ship- ment. The total sample taken shall weigh at least 100 pounds and shall be mixed thoroughly and

"quartered" to provide a 5-pound sample for the

laboratory. In case a shipment consists of more

than one car a sample shall be taken from each car.

2. Fineness test.—One hundred grams of the sample

as received shall be placed on a No. 20 sieve and shall be washed by means of a stream of water from a

faucet. The washing shall be continued until the water coming through the sieve is clear, but in no

case should the washing be continued for more than

30 minutes. The residue on the sieve shall be dried

to constant weight at a temperature between 110° and 150° C. The sieve carrying the dried residue

shall then be held in one hand in a slightly inclined position so that the sample will be well distributed over the sieve, at the same time gently striking the

side about 150 times per minute against the palm

of the other hand on the upstroke. The sieve shall be turned every 25 strokes about one-sixth of a

revolution in the same direction. The operation

shall continue until not more than 0.05 g passes through in one minute of continuous sieving. The

fineness shall be determined from the weight of the

original sample.

A piece of rubber tubing attached to a water

faucet is to be used for the washing. The velocity

of the water may be increased by pinching the tubing

but should not be sufficient to cause any splashing

of the sample over the sides of the sieve. Mechanical sieving devices may be used, but the

material shall not be rejected if it meets the fineness requirements when tested by the hand method

described.

3. Bond test.—The material shall be tested for bonding power by mixing one portion with water to a creamy consistency and another portion to a good

troweling consistency. These mixtures shall then

be used in laying up a pier of three of the fire-clay

brick, laid flat, with which the clay is to be used in service. The faces of the brick to be bonded shall be

dipped in the mixture of creamy consistency, a

thin layer of the other mixture added, and the brick then firmly rubbed into place. In no case shall the mortar "joint" exceed one-eighth inch. When the pier is air-dry it is to be fired uniformly

in a suitable furnace to a tempe~ature 300° C, or 540° F. lower than the minimum allowable softening

point of the fire-clay brick as defined in the Federal

Specifications Board specification for fire-clav brick No. 268a. (See 534.12, p. 591.) The pier shall be

allowed to cool in the furnace and when cold shall be sufficiently well bonded to remain intact when

lifted by grasping the top brick.

4. Softening-point test.—The softening point is to be determined according to A. S. T. M. C24.

(See 534.10, p. 573.)

5. Navy simulated service tests.—(a) Tests are con- ducted in small oil-fired furnaces, the dimensions

and method of construction of which are shown

in Figure 143. For comparative purposes one side wall of the combustion chamber is built up of brick and fire clay of approved brands and the other side wall of brick and fire clay of the samples under

examination. Both walls are backed uniformly with

3 inches of insulation. An air-atomizing fuel-oil burner is used. The flame sweeps the length of the

furnace, curves upward and returns to the front, then

up the stack from which it escapes horizontally

toward the rear of the furnace.

(6) The test consists of two runs, each of 24

hours' duration, at furnace temperatures of 1,590°

and 1,650° C. (approximately 2,895° and 3,000° F.), respectively.

(c) During each run the following temperature

determinations are made:

(1) Furnace temperatures.

(2) Temperatures of outer face of brickwork of each side wall at front and rear of furnace.

(d) Refractory furnace face temperatures are recorded at 30-second intervals by means of a

recording radiation pyrometer sighted into a closed- end refractory tube placed in the rear wall of the

furnace. The radiation pyrometer is checked at quarter-hourly intervals with an optical pyrometer

sighted on the refractory walls through the front of the furnace above the burner. Control of the furnace is ordinarily carried out from observations

of the recording radiation pyrometer.

(e) Temperatures of the outer face of the brick- work of each side wall are determined at half-hourly

intervals with an optical pyrometer sighting on the brickwork through sillimanite tubes, the ends of which are placed flush with the wall. The tubes are

513
531.3 STANDARDS AND SPECIFICATIONS FOB NONMETALLIC MINERALS

carefully lagged and plugged to prevent radiation

losses.

(J) A spalling test is conducted at the conclusion

of each run by injecting cold air at high velocity into the furnace immediately after shutting off the

oil supply to the burner. The injection continues

until the walls are cool.

(g) The comparative heat-insulating properties,

together with the relative conditions of the side

walls, determine whether or not the material under test is acceptable for use in service.

rial, the contract number, and the name of the

contractor. NOTES

Fire clay of class F is intended particularly for use by the Navy.

Notice of the rejection of a shipment based on

this specification must be in the hands of the consignor, unless otherwise specified, within 10 days

after the receipt of the shipment at the point of destination, If the consignor desires a retest, he

Figure 143.Furnace for conducting simulated service tests on insulation and refrac- tory materials

6. The combined results of fineness, bonding

power, and softening point shall be considered as a suitability test, but (at the discretion of the purchaser) the simulated service test may replace all other tests included in the suitability test.

7. Fineness and softening point shall be considered

as a control test. PACKING AND MARKING

When delivered in containers each container shall be plainly marked with the trade name of the mateshall notify the consignee within five days of receipt

of said notice. The cones referred to in this specification are known as the Orton pyrometric cones. The sieve used shall meet the requirements given

in the United States Standard Sieve Series. (See

A. S. T. M. Ell, 500.2, p, 1.)

531.4 KAOLIN.

(No nationally recognized specifications available.)

514
CLAY AND CLAY PRODUCTS 531.5

531.5 CLAY PRODUCTS.

American Railway Association, signal section,

specification 2412, vitrified clay conduit. (This specification is practically identical with

American Railway Association, telegraph and

telephone section, specification l-C-9, given below.)

American Railway Association, telegraph and tele- phone section, specification for vitrified clay conduit, No. l-C-9, 1920.

B. DRAWING

1. Purchaser's drawing accompanying this specification and forming an essential part thereof,

is Figure 144, A. R. A., T. & T. drawing No. 1024.

C. MATERIAL

1. All conduit shall be made of finely divided

compact clay, thoroughly vitrified, and shall be

free from stones and pebbles.

TYPE-A

S&WE.R Pipe Style Clay Duct

CI

o

I

type - b

Sioc Elevation

2.-<-y

TYPEC

TYPED

Single Cuay

Duct

T YPE -

E

a>- - <=>••

T YPE - F

T y re:- g

Multiple Clav Duct

iOJO

VITRIFIED

Figuee 144.A. R. A., T.

A. PURPOSE

1. The purpose of this specification is to provide

for the furnishing of sewer pipe, style round or square bore, single duct and square bore 2, 3, 4,

6, or 9 duct multiple clay conduit for wires and

cables.

CLAY DUCT

& T. S., drawing No. 1024

D. WORKMANSHIP

1. The shape of the conduit and arrangement

of the ducts in the multiple conduit shall be as shown on the drawing referred to. All conduit

shall be as symmetrical throughout as is consistent with the best commercial practice, The ends of

515
531.5 STANDARDS AND SPECIFICATIONS FOB, NONMETALLIC MINERALS

each piece shall be perpendicular to its sides and

shall be practically smooth and free from projections. In the case of multiple duct the interior corners of all duct holes and the exterior edges of the conduit, excluding the ends, shall be slightly

rounded. All duct holes shall be beveled at their ends.

2. The holes in single duct shall be well centered.

3. Single and multiple conduits may contain cracks within the limits as to size and location

specified below, provided they are not of such a nature as to appreciably weaken the conduit. The

presence of cracks which appreciably weaken the conduit shall be determined by sounding each piece

with a steel hammer or its approved equivalent, the

piece of conduit to be rejected if, when so sounded,

it fails to yield a clear metallic ring.

4. Single conduit may contain through cracks at the end not exceeding 2 inches in length or Y% inch in width.

5. The inner walls of multiple conduit may contain through cracks at the ends, not exceeding 6 inches in length or }i inch in width.

6. The outside walls of multiple conduit may contain through cracks at the ends, not exceeding 3 inches in length or inch in width.

7. At least two dowel pin holes in each end of each

piece of conduit shall be free from through cracks exceeding 3 inches in length or }ie inch in width.

8. No conduit shall contain transverse through

cracks in its inner walls, which exceed Yie inch in width or which extend perceptibly into its outer

walls.

9. The outer walls of all conduits shall be free from transverse through cracks or other transverse

cracks, which appreciably weaken the conduit, as shown by sounding test. 10. All conduit shall be free from cracks, whose

edges protrude into the duct holes or more than %6

inch beyond the outer surface of the conduit.

11. All conduit shall be free from air checks, as shown by the sounding test. 12. Conduit having clipped ends may be accepted

under this specification, provided the fracture does not extend farther into the conduit than the beveling

of the ends.

13. The interior walls of single conduit shall be

free from rough or sharp unbroken blisters, or other

projections and from smooth, rounded, unbroken

blisters, which project more than Yiz inch above the

surface of the wall.

14. The interior walls of multiple duct may contain unbroken blisters or other projections, provided

they do not project more than }i inch above the

surface of the wall, and are so located in the corners

of the duct holes that there are at least 2)4 inches of smooth, flat surface on all interior walls, or provided

they are smooth and round and do not project more

than Yi6 inch above the surface of the wall.

15. Unbroken blisters or other projections on the outer surfaces of single or multiple duct shall not

project more than Yu inch above the surface of the

wall.

16. Smooth salt drip which does not project more

than J/g of an inch below the surface is not classed as an objectionable form of unbroken blister. 17. Recesses in the walls of single or multiple

conduit caused by broken blisters or other defects

shall not decrease the thickness of the walls by more

than 3/ia of an inch. When on the interior walls the edges of the recesses shall be smooth so far as to

offer no projecting edges.

18. The outer walls of single conduit shall be

combed with two sets of three combings each,

running lengthwise on the conduit and placed adja- cent to the corners.

19. The outer walls of multiple conduit shall be

scarified or otherwise suitably roughened for at

least 2 inches at each end.

20. All inside wall of at least 75 per cent of the

pieces in any lot of conduit shall be thoroughly

glazed. All inside walls not thoroughly glazed shall be smooth and the conduit shall be thoroughly

vitrified. E. DIMENSIONS

1. The dimensions of all pieces of conduit in any

lot shall as uniformly conform to the required

dimensions as is consistent with the best commercial

practice.

2. The desired lengths of the standard pieces in any lot of conduit are shown in the following table. The average length of the standard pieces in any

lot shall not be less than the figures shown in this table, nor shall any piece be more than 1 inch shorter than these figures:

(1) Sewer pipe style conduit, 24 inches.

(2) Single-duct conduit, 18 inches.

(3) Two-duct conduit 24 inches.

(4) Three-duct conduit, 24 inches.

(5) Four-duct conduit, 36 inches.

(6) Six-duct conduit, 36 inches.

(7) Nine-duct conduit, 36 inches.

3. Short lengths shall be approximately 6, 9, and

12 inches long and orders shall state the per cent of each length of short pieces desired.

4. All duct holes shall be not more than 3>£ inches nor less than inches in diameter. Measurements

of square duct holes shall be made between opposite

surfaces.

5. The minimum thickness of the walls of single

and multiple conduit shall be shown in the following

table. Variations from these thicknesses shall be in excess of them and shall not be greater than is consistent with the best commercial practice.

Type of conduit

Wall thickness

Outer Inner

Inch Inch Sewer-pipe style Single-duct conduit 7Aa

Multiple-duct conduit % He

6. All multiple conduit shall be provided with at

least two dowel-pin holes at each end. The dowelpin holes shaU be not more than x Y$i of an inch nor

less than of an inch in diameter, and shall be

not less than 1% inches deep. They shall be located

in the center of the intersections of the partition

waUs, and, when necessary, in the center of the

intersections of the partition walls and the outside

walls, so that when two sections of conduit are assembled on the pins, one piece being fixed and the other placed in turn in all symmetrical positions, a mandrel 12 inches long and 3 inches square may be drawn through the assembled sections.

F. EQUIPMENT

1. At least two dowel pins shall be furnished

for each multiple conduit. They shall be of a good grade of wrought iron or mild steel, not less than 3J4 inches long. A suitable circular flanged

collar shall be securely fastened to the middle

of the pin to prevent it from slipping too far into the dowel-pin holes of either section of conduit. Both ends of the dowel pin shall be rounded so that they will readily enter the holes of the conduit. The pins shall fit properly into the dowel-pin holes

516
CLAY AND CLAY PRODUCTS 531.5

of the duct. In no case shall their diameter be

less than five-sixteenths inch.

G. INSPECTION

1. Purchaser may inspect the material at all stages of manufacture.

2. Purchaser may inspect the completed product

to determine that the requirements of this specifica- tion have been met.

3. If the material has not been accepted at point of production and if, upon arrival at destination, it does not meet the requirements of this specification it may be rejected, and the contractor, upon request, shall advise the purchaser what

disposition is to be made of the defective material. The contractor shall pay all freight charges.

4. If purchaser is to make inspection at point

of production it shall be so stated in the order.

H. TESTS

1. Material offered for inspection under this specification shall be factory run, from which no

conduit of superior quality has been removed.

2. A straightedge laid lengthwise on the concave

side or sides of a 3-foot section of conduit may

show on one side an off-set of not more than three- eighths of an inch; provided that if the section contains another concave side the off-set of the second concave shall not be greater than one- eighth of an inch. The allowable off-set in conduit

shorter than 3 feet in length shall be proportional

to the limits allowed for 3-foot lengths. Not more

than 30 per cent of the number of pieces of conduit

accepted from any lot offered for inspection shall contain noticeable bends within the limits specified above.

3. A section of the finished conduit weighing

from 3 to 4 pounds broken, so as to have all edges

unglazed and in the case of multiple conduit, so as to be free from scarification, after being thor- oughly dried and then completely immersed for 24 hours in water having a temperature of from

60° to 80° F. shall show an absorption of water

of not more than 5 per cent of its weight.

4. The finished conduit shall be free from soluble

alkalies, as determined by testing with red litmus

paper.

5. The presence of cracks, which appreciably

weaken the conduit, shall be determined by sounding each piece with a steel hammer or its approved

equivalent, the piece of conduit to be rejected if, when sounded, it fails to yield a clear metallic ring.

6. Tests may be made at point of production or on samples submitted and may also be made at destination.

7. Contractor shall give the purchaser sufficient notice of time when material will be ready for testing

and cooperate to set a time convenient to the purchaser for inspection.

8. Contractor shall provide at point of production

apparatus and labor for making the required tests under supervision of the purchaser.

J. PACKING

1. Multiple duct conduit, when shipped in cars,

shall be so packed that the ends and each layer shall be separated. The ends of all conduit at the center

of the car shall be firmly braced to prevent move- ment of the conduit during shipment.

K. MARKING

1. Conduit shipped in less than carload lots shal have the name of the contractor, the purchaser's

order, inspection number, and the shipping address

plainly marked on a tag securely fastened to 10 per

cent of the pieces in the shipment.

I. WARRANTY

1. Contractor shall warrant the material covered

by this specification to be free from defects in material and workmanship under ordinary use and service, his obligation under this warranty being limited

to making at point of production any part or parts

to replace those which shall be found defective within one year after shipment to purchaser. This warranty

shall not apply to any material which has been subject to misuse, negligence, or accident. American Railway Engineering Association, specifications for burnt clay ballast, 1921. See 511.73, page 209. American Railway Engineering Association, specifications for buildings for railway purposes. VITRIFIED SEWER PIPE

See specification for sewers and drainage, 518.67, page 453. American Society for Municipal Improvements,

standard specifications for sewers, 1927. VITRIFIED SEWER PIPE

See 518.67, page 453. American Society for Testing Materials, standard

specifications for clay sewer pipe, serial designation,

C13-24, 1924.

1. These specifications cover clay products in- tended to be used for the conveyance of sewage,

industrial wastes, and storm water.

2. Sewer pipes furnished under these specifica- tions shall be of a single class to be designated "A. S. T. M. Clay Sewer Pipe."

MATERIAL AND MANUFACTURE

3. (a) Clay pipes shall be manufactured from

surface clay, fire clay, or shale, or a combination

of these materials.

(b) Surface clay is an unconsolidated, unstratified

clay, 2 occurring on the surface.

(c) Fire clay is a sedimentary clay 2 of low flux content.

Note.—It is usually associated with coal measures.

(d) Shale is a thinly stratified, consolidated sedi- mentary clay 2 with well-marked cleavage parallel to the bedding.

(e) The materials shall possess such physical and

chemical properties that when molded into pipes

and subjected to a suitable temperature the product

will be strong, durable, and serviceable, free from

objectionable defects, and in compliance with

these specifications and tests. CHEMICAL TESTS AND REQUIREMENTS

Same as A. S. T. M. C14; see 518.67, page 464. PHYSICAL TESTS

Same as A. S. T. M. C14. PHYSICAL TEST REQUIREMENTS

Same as A. S. T. M. C14.

1 The definitions for the terms "surface clay," "fire clay," and

"shale" are based upon the following definition for the term "clay":

Clay.—An earthy or stony mineral aggregate consisting essentially

of hydrous silicates of alumina, plastic when sufficiently pulverized and wetted, rigid when dry, and vitreous when bumed at a sufficiently nigh temperature.

517
531.5 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

SIZES AND DIMENSIONS

Same as A. S. T. M. C14 as to sections 27 and 28 and Table 2. Variances occur in Tables 3 and 4, which for

this specification are as follows: Table 3.

Dimensions of clay sewer pipe

Inter- nal diameter

Laying

length

(£)

Inside diameter at mouth

of socket (D.)

Depth

of socket

(£«)

Mini- mum

taper

of socket (H)

Thickness of barrel (T)

Thickness of socket (T,)

Inches Inches Inches 1 Inches Inches Inches

4 2 6 1 20 Me The thickness

6 2 854 2 1 20 % of the socket

8 2, 21/2, 3 im 2}4 1 20 % 54 inch from

10 2, 2H, 3 13 254 1 20 7A its outer end

12 2, 2J4, 3 1554 2H 1 20 1 shall not bo less than

15 2, 254, 3 im 2J4 1 20 VA three-four t h s 18 2, 2H, 3 22H 3 1 20 m of the thick21 2, 2)4, 3 26 3 1 20 m ness of the

24 2, 254, 3 2954 3 1 20 2 barrel of the

27 254,3 33 J4 354 1 20 254 pipe.

30 254,3 37 354 1 20 2)4

33 254, 3 40 % 4 1 20

36 2)4,3 44 4 1 20

39 2)4,3 4754 4 1 20 m 42 254,3 51 4 1 20 3

1 When pipes are furnished having an increase in thickness over

that given in last column, the diameter of socket shall be increased by

an amount equal to twice the increase of thickness of barrel. Table 4.

Permissible variations in dimensions

of clay sewer pipe

Limits of permissible variation in—

Nor- mal

size Length

Lengths

of two

opposite

sides

Internal diameter Depth

of Thickness of

Spigot Socket

socket barrel

Inches

4

6

8

1012

In. per

foot —

H

—54 -H

-54 -H

Inch

56H

56

56

Inch ±56 ±Me

±54

±54 ±Me

Inch ±Me

±M

±Me

±51 G ±3/6

Inch -56

—V*

-54

—54

-54

Inch -He

-Me

-He

-He

-Ho

15

18

2124

27

-54 -54

-54 -96 -n

56 Me

MeH

54

±Me

±?6 ±Me

±54 ±56

±56 ±He

±54 ±Me

±1 He

-M

-54

-54

-5*

-54

-?42 -%2

-56

-56

-56

30

33

36

3942

-H

-3,6 -H

-H

—H

M%

%

%

%

±=6

±34 ±M

±M

±M

±»M6

±'Mg

±'Mg

±>Mg

±'M«

-54 -u

—54

-54 -H

-56 —M6 -Me

—Mo

-Me

Note.—The minus sign (— ) alone indicates that the plus variation

is not limited; the plus and minus sign (±) indicates variation in both excess and deficiency in dimension. WORKMANSHIP AND FINISH

Same as A. S. T. M. C14, with the following

additional: The inner surface of the socket and the outer

surface of the spigot end shall be scored by triangular

shaped or semicircular shaped rings about % inch

deep.

The number of scorings shall be as follows:

For pipes 4 to 6 inches in internal diameter, inclusive None

For pipes 8 to 10 inches in internal diameter, inclusive 2 For pipes 12 to 21 inches in internal diameter, inclusive 3 • For pipes 24 to 30 inches in internal diameter, inclusive 4 For pipes 33 to 42 inches in internal diameter, inclusive 5

The glaze shall consist of a continuous layer of bright or semibright glass substantially free from

coarse blisters and pimples. If present, none of these shall project more than % inch above the surrounding surface. Not more than 10 per cent

of the inner surface of any pipe barrel shall be bare

of glaze except the socket, where it may be entirely absent. Glazing will not be required on the outer

surface of the barrel at the spigot end for a distance from the end equal to two-thirds the specified

depth of socket for the corresponding size of pipe.

Where glazing is required there shall be absence of any well-defined network of crazing lines or hair

cracks. All glazing shall be equal to that produced

by the best salt-glazing process. MARKINGS

Same as A. S. T. M. C14. INSPECTION

Same as A. S. T. M. C14 with the following

exceptions:

Substitute: "Laminations which indicate ex- tended voids in the pipe material" for item (d) in C14, "Defects which indicate imperfect mixing and

molding."

Add (i) "Glaze which does not fully cover and

protect all parts of the shell and ends except those exempted; also glaze which is not equal to the best

salt glaze." Eastern Clay Products Association, standards of manufacture, 1925. This association has prepared dimensional standards for the following items:

Salt glazed vitrified sewer pipe, single strength.

Salt glazed vitrified sewer pipe, double strength.

Channel pipe. Salt glazed vitrified sewer pipe fittings, including

T branches, Y branches, double T branches, double

Y branches, curves, elbows, cut curves, cut elbows,

reducers and increasers, slants, P traps, R traps, HH traps, center HH traps, bowls (closet or slop),

stoppers and strainers, and grease taps. Rectangular fire-clay flue lining.

Round fire-clay flue lining.

Fire-clay flue rings.

Straight stove pipe. Stove pipe fittings (bottoms), openings, double

openings, drop bottoms, chimney bases, and anchor

bonnets. Chimney tops (crown top, octagon hooded top, and cone top).

Wall coping, double-slant style (straight sections,

ends, starters, corners, right and left). Wall coping, camel back style, (straight sections,

ends, starters corners, right and left). Interstate Commerce Commission, regulations

for transportation of explosives, and specifications

for shipping containers. (The specifications of the commission, including

earthenware containers, may be obtained upon

request from the Interstate Commerce Commission,

Washington, D. C.) 532. CHINA AND PORCELAIN WARE

532.0 GENERAL ITEMS.

American Chemical Society, standard sizes and

shapes of apparatus, 1927. (Standard sizes and shapes for laboratory apparatus are recommended in a report of the committee

on standard apparatus, of the American Chemical

Society. The report lists standard sizes for a number of items made of porcelain.)

518
CLAY AND CLAY PRODUCTS 532.1

532.1 TABLE CHINAWARE.

Federal Specifications Board, specification No.

243a, United States Government master specifica- tion for chinaware, vitrified, September 25, 1926. TYPES AND CLASSES

The material covered in this specification is vitrified china of three weights known as thick china, hotel (or rolled edge) china, and medium-weight

china. MATERIAL AND WORKMANSHIP

Vitrified china is glazed chinaware having a white

body and burned to such a temperature that a dense,

practically nonabsorbent body is produced. Fracture shows a dense structure, which may appear

granular. Generally, the ware will not be translu- cent in the thicknesses specified.

GENERAL REQUIREMENTS

1. Thick ware.—The only articles of this ware

described in this specification are: A cup, unhandled,

and saucer; a C. P. 0. cup, handled, and saucer; a

sauce boat; a bowl, and an individual vegetable

dish. The thickness of these articles varies from

five-sixteenths to three-eighths inch, and is the heavy

type of ware generally used for lunch-counter

service.

2. Hotel-weight {or rolled edge) ware.-—This ware

has a thickness varying from five thirty-seconds to one-fourth inch, depending upon the size of the piece,

and in flatware is characterized by a "roll" or bead

under the outer edge. This ware is a type used for general restaurant and hotel service.

3. Medium-weight ware.—This ware is somewhat

lighter than rolled-edge ware, and the outer edge is not rolled or beaded. It is a type generally used for hospital as well as for restaurant and hotel service. DETAIL REQUIREMENTS

1. Design.—All ware furnished shall conform to the shapes adopted for Government use. Measure- ments and weights shall be within the tolerances indicated in lists 1 to 3. All flatware shall have a

glazed foot.

2. Grade.—Ware for enlisted men's service shall be run of kiln, except thirds. All other china shall be of a grade known as firsts. Ware shall be free from bad warping and imperfections in decoration.

3. Absorption.—The average absorption of all hotel and medium weight ware having a maximum

dimension of less than 10 inches shall not exceed

0.3 per cent. The average absorption of all thick ware shall not exceed 0.5 per cent. The average

absorption of all ware having a maximum dimension

of 10 inches or more shall not exceed 1.5 per cent.

4. Impact.—Impact tests shall be made only on

8, 7, and 5 inch plates, saucers, cups, bowls, platters,

and bakers. The ware shall give at least the follow- ing average values in the impact test: ENLISTED MEN'S SERVICE

Article

Average of impact

values on

all samples

tested

Cup.

Ft.-lb.0.250 .200

.200

.450

.350

.300

Coffee saucer

8-inch plate . 14-ineh dish, oval platter . 10-inch baker ... 30's bowl

HOTEL CHINA (ROLLED EDGE)

Article

Average of impact

values on

all samples

tested

Ft.-lb.0.200 .200 .450

.350 .250

.350

.060

.300

Saucer, coffee or tea

14-inch dish, oval platter 10-inch dish, oval platter . 8-inch dish, oval platter 8 or 10 inch baker Teacup

24's bowl

HOSPITAL SERVICE (MEDIUM WEIGHT)

8, 7, and 5 inch plates . 0.180

. 180 .350 .350

.300 .060

Tea saucer _ . . 10 and 12 inch dish, oval platter

10-inch baker

30's bowl Teacup

5. Chipping.—Chipping tests shall be made only on 8, 7, and 5 inch plates and on saucers. The ware

shall give at least the following average value in the chipping test:

Service

Average of chipping

values on

all samples

tested

Ft.-lb. 0.150 .150

.075 Hotel china, rolled edge

METHOD OF INSPECTION AND TESTS

1. SAMPLING

(a) Articles sampled.—Samples for test will usually include only plates, cups, saucers, platters,

bowls, and bakers, but may, at the option of the

purchaser, include other articles which are usually ordered in small quantities. Such articles will be

tested for absorption only.

(b) Number of samples required.—Samples of each

shape shall be taken at random from shipments of each 100 dozen or fraction thereof for tests as follows:

Test

Articles Chipping Impact

Plates. 3 6 Saucers 3 6 Cups 6

Platters ^. 3

36

Other articles (for absorption only) 3

(c) Marking samples.—Separate samples shall be

used for the chipping and impact tests. Additional

samples for the absorption test are not required

when chipping and impact tests are specified, but six samples of the odd shapes will be required for absorption tests when specified by the purchaser. Samples for test should be 'so marked that the part

of the shipment they represent can be identified. (See "Method of inspections and tests," 3, (a), (6), and (c).) 100925°—30 34 519
532.1 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

2. METHODS OF TESTING]

(a) Chipping test.—This test shall be made using the apparatus and 6-ounce hammer shown in Figure 145.3 The plate or saucer resting on its foot is placed

between two cast-iron blocks forming a 90° V, so adjusted that when the hammer is hanging vertically the center of the impact face of the chipping hammer

touches the edge of the test piece in the plane of the

bisector of the angle of the V. The sample is repeatedly struck on the edge by

the hammer with blows of increasing force until failure occurs, beginning with the initial blow and

A plate, saucer, platter, or baker is supported

against the three equally spaced %-inch steel balls, so that when the hammer is hanging vertically the impact point of the hammer touches the center of the bottom of the test piece.

A cup or bowl resting on its foot is placed between two cast-iron blocks forming a 90° V, whose sides are sufficiently high to support the upper edge of the cup or bowl, and is so adjusted that when the hammer is hanging vertically its impact point touches the cup at its upper edge and in the plane of the bisector of the angle of the V. The samples are repeatedly struck, until failure occurs, with blows of increasing force, beginning

increasing the force of each succeeding blow in the increment given below.

Service or type of ware Weight

of hammer

Initial blowIncre- ment

Enlisted men's service and hotel Ounces Ft.-lb. Ft.-lb. ware .-- 6 0. 10 0.02 Hospitalware _ _ 6 .02 .01

Failure consists in chipping the edge so that frag- ments of glaze and body are removed. The article shall be tested at three equally spaced points on its periphery and the average value for the three points

shall be the value for the individual article.

(b) Impact test.—This test shall be made using the apparatus and 4-ounce hammer as shown in Figure 145.

3 For graduating a dial in divisions representing 0.01 ft.-lb. for use with the 6-ounce hammer, project points 0.133 inch apart, measured along the vertical axis, to the circumference of a circle whose

radius is 10 inches, and for the 4-ounce hammer project points 0.2 inch apart in a similar manner.

with the initial blow and increasing the force of each succeeding blow in the increments given in the

following table:

Article Weight of hammer

Initial blow

Incre- ment

Ounces Ft.-lb. Ft.-lb. Plate, saucer, platter, baker, bowl 4 0. 10 0.02 Enlisted men's service cup . 4 . 10 .02 Teacup 4 .02 .01

Failure of plates, saucers, platters, and bakers is defined as the development of a rupture which

appears as a hole through the body or as a body

crack extending through the rim of the article. Failure of cups and bowls is defined as the development of a body crack extending into any portion of the foot or as the breaking away of a portion of the body.

(c) Absorption test.—Absorption shall be made on

glazed pieces having an area of approximately 2}4 square inches, broken from three different samples

used in the chipping or impact tests, The samples,

520
CLAY AND CLAY PRODUCTS 532.1

after being dried to constant weight at 110° C,

shall be completely immersed and vigorously boiled

in water for five hours and then allowed to remain

in the water for 20 hours. The samples are then

removed, wiped with a damp cloth to remove

excess moisture, and immediately weighed to the

nearest 0.01 g. The percentage of absorption is computed from the formula:

_ . Wet weight—dry weight... Percentage absorption = =~ r~r -—X100 Dry weight

3. ACCEPTANCE AND REJECTION

(a) Failure of one type only.—Failure of any type

of article to conform to any of the requirements of this specification shall cause rejection of that type.

If any one type of article, such as plates or saucers, meets the requirements, but another type, such as cups, fails to comply with these requirements, that portion of the shipment which conforms shall be accepted and the portion failing to conform shall be

rejected.

(b) Failure of portion of samples of same type.—

Also, if the sample representing one part of a shipment of ware of the same type of article fail to meet

the requirements, and samples representing other

parts of the same shipment conform to the require- ments of the specification, only that part of the

shipment represented by the samples that fail to meet the requirements of the specifications shall be

rejected.

(c) Retest.—If the first set of samples does not meet the requirements of this specification, the manufacturer shall, within 10 days after notification,

demand a retest, which must be made on a second

set of samples taken from the shipment in question.

If the test on the second set of samples is satisfac- tory, the material shall be accepted.

METHOD OF MARKING

All ware shall be marked on the bottom in underglaze figures showing the manufacturer's name,

trade-mark, or other legend characteristic of said manufacturer's ware. The contract year, as indi- cated on the order, shall also be placed on the bottom

in underglaze figures when so specified by the purchaser. NOTES

Further detail requirements for dimensions, with

proper tolerances, of any article of chinaware used

by the Navy Department may be added to the requirements of this specification in order that such

articles may be obtained in sizes that will fit in the compartments of the baskets used in their dish- washing machines.

List 1.

Hotel weight china for dining room service

Article Trade size Actual size Tolerance

Soup plate PlatesDo.. -

Do

Do.... Soup, rim, deep Tea saucer, wide foot Coffee saucer (after-dinner) Coffee cup, Saion (after-dinner) Teacup, Boston

Bouillon cup, Boston Egg cup, wheat, unhandled

Baker.. Do... DoDo

Salad bowl Do.

Sauce boat Celery (pickle) Pin tray Cream tankard, handled or unhandled Cream jug, handled, medium

Sugar, individual, covered, round, unhandled . Sugar

Butter, individual Mustard, Vienna, unhandled Cake cover, plain Jug, hall boy

Jug DoDo

DoDo

Do

Dish, oval, platter Do

Do _ Do.. Do

Casserole, plain Match stands, round, hooded

Ice tub

Fruit (sauce dish) Bowl, low-foot Butter dish, covered, removable drain

7 inches, RE.

4 inches, RE.

5 inches, RE.

7 inches, RE.

8 inches, RE.

5 inches, RE. RE

RE

No. 2, BH.

8 inches, RE..

10 inches, RE.

5 inches, RE..

3 inches, RE._

No. 3, RE

No. 6, RE

Large, RE

No. 3 No. 2 No. 1, 54's_. No. 1, RE_

2\<> inches, RE.

No. 1

24's.

6's RE

12's, RE

24's, RE

36's, RE

42's, RE

48's, RE

4 inches, RE..

6 inches, RE..

8 inches, RE__

10 inches, RE.

14 inches, RE.

8 inches, RD_.

4 inches, RE.

24's

9 inches...

6J4 inches. 7H inches.

9 inches...

956 inches.

7 inches...

Gii inches. 4% inches.

ZYz ounces.

7J.2 ounces.

l\<i ounces.

6J-2 ounces.

10 inches. . W/i inches

7J4 inches. 5H inches.

inches.

6 inches...

11 ounces..

lYi inches.

5)4 inches. ounces.

4J4 ounces.

5 ounces...

17 ounces..

V/i inches.

4 ounces... 6M inches.

254 pints. . 6 pints

tyi pints.. 3H pints..

lYi pints.. % pint

bYi ounces.

7 inches...

9)4 inches. 11H inches 13M inches

YIY2 inches

254 pints.. 6H inches.

9)4 pints.

_

5?s inches.

\Yi pints..

554 inches.

Ys inch

\i inch

hi inch

hi inch

hi inch

hi inch

J^s inch

hi inch

hi ounce...

hi ounce...

hi ounce...

Yi ounce...

Yi inch

56 inch

hi inch

hi inch

Yi inch H inch

1 ounce

hi inch

hi inch

Yi ounce...

Yi ounce...

Yi ounce...

\Y> ounces.

hi inch

hi ounce...

hi inch

hi pint

54 pint

Yi pint % pint

Yi pint

hi pint

54 ounce...

hi inch

hi inch

Yi inch

Yi inch

hi inch

Yi pint

hi inch

1 pint

hi inch

Yi pint

hi inch

Lbs. oz. 249

24

27

12

5Y>

5

77H

1029

3 12H

7 2 8

15188H

56

6

8

28

3

11

19

2 12 5

4

2 8

22

1799H

16

27

2 10

6

2 8

12 8

26

27

1 The ware described in this list is, in general, that specified for the Public Health Service, the Veterans' Bureau, Navy officers' mess, and the General Supply Committee.

521
532.1 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

List 2.Thick china for enlisted men's service 1

Article Trade size Actual size Tolerance Maximum

weight

Cup, unhandled

Saucer, coffee.- Fruit

Plate Soup, rim, deep BakerDo

Bowl, low-foot Butter, individual

Pickle, club celery... Sauce boat, cable Sugar Mustard, unhandled. Dish (platter) Jug Cup, Saxon, handled.

Saucer, tea, thick

13 ounces.

4 inches, RE...

8 inches, EE...

7 inches, RE...

10 inches, RE.. 2H inches, DT.

30's

2\<z inches, RE.

No. 2 No. 1, RE

Large

14 inches, RE.

5's, RE

C. P. O

C. P.

3% inches..

7 inches 5% inches.. 95i inches..

9 inches

11 inches. 5Hs inches..

b

3A inches.. 3Ms inches.. 9% inches..

13 ounces..

17 ounces...

6M; ounces.

17)^ inches.

8 pints 10H ounces 6M inches..

Ms inch M inch M inch M inch

Ms inch

SA inch

Ms inch

Ms inch

Ms inch

Hi inch

1 ounce. 1H ounces

Ms ounce..

Ms inch

1 pint

Ms ounce...

Ms inch

Lbt. 02.

13m27

24

3 8M2 22

31628

28

13J6 6

6

18

15

1 The ware described in this list is, in general, that specified for the Army, Navy, and General Supply Committee.

List 3.

Medium-weight vitrified china for hospital service 1

Article Trade size Actual size Tolerance Maximum

weight

Plate, dinner

Plate, bread and butter

Plate, pie Dishes, platter Do

Bowl, low-foot Celery, pickle Cup, tea, Boston, bhk., hd

Saucer, tea, reinforced well hole Bakers, open vegetable dish Sauce boat, gravy, large.. Fruits, sauce dish Mustard, Vienna, unhandled Cream, Vienna, unhandled

Jug, pitcher.. Jug, handled Do

Sugar bowl, individual, round, covered, unhandled . Egg cup, double

Bakers, individual vegetable Bowl, oatmeal, cereal Sugar bowl

Coffee pot, individual

7 inches .. 4 inches .

.

5 inches.

10 inches . 12 inches . 30's No. 3

8 inches .

4 inches. No. l._._

5's, RE.

54's

36's

3 inches —

No^CrE.

9 inches... 6M inches.

7 Ms inches.

13 H inches

15 Ms inches 5H inches . 7H inches. 7M ounces. 5% inches.

lOMs inches

11 ounces.. 5% inches.

4 ounces..

_

1% ounces.

8 pints 4M ounces. 1H pints ..

5 ounces

4 ounces 5% inches..

6 inches

17 ounces..

12 ounces .

.

Ms inch

Ms inch M inch M inch

Vi inch

Ms inch M inch M ounce... M inch H inch

1 ounce...

Ms inch

M> ounce..

Hi ounce .

.

1 pint

Yi ounce..

M. pint — M ounce. _ J4 ounce.. H inch

Ms inch 1M ounces

1 ounce. ..

Lbs. 02. 21

11

3 8

198Ms

7m 2

186

115tt

6

77H

9

28

15

1 The ware described in this list is, in general, that specified for the Medical Corps.

United States Department of Commerce, division

of simplified practice. In accordance with unanimous action of conferences of representatives of manufacturers, dis- tributors, and users of chinaware, the United

States Department of Commerce, through the Bureau of Standards, has prepared the following

simplified practice recommendations for standard

types and sizes of chinaware: No. 5, hotel chinaware, January 1, 1924. No. 33, cafeteria and restaurant chinaware,

January 1, 1924. No. 39, dining-car chinaware, July 1, 1925. No. 40, hospital chinaware, July 1, 1925

522
CLAY AND CLAY PRODUCTS 532.21

Recommended list of sizes, types, and capacities of chinaware for hotel, restaurant, cafeteria, hospital,

dining car, and Government service

Items

Plates - do -

do

do.. do

.do.

.do.

Plates, lunch, or grille. Plates, soup, coupe

deep.

Plates, soup, rim deep

do.. -. Butters, individual.... Butters, individual,

thick. Butters, individual

Ice cream handled

shell. do

Dishes, oval, platters. ....do

do.

....do .do.—

.do. Bakers, double thick.

do.... ....do do

....do.. ....do Bakers, open vegetable

dish. Sauce boats

.do .do (cable), .do. Bowls, low foot. Bowls, footed... Bowls, oatmeal (cereal) Bowls, sugar do

Bowl, sugar, covered tankard shape, maxi- mun weight. Bowls, sugar, individual, covered, unhandled. Sugar, open oval

ribbed. Salad bowls

dodo

do....

.do. Comport, footed, sa- lad, Illinois shape,

.do- Cups, bouillon, ovide, heavyweight. Cups, bouillon, ovide, medium weight, 2 block handle.

Liner, bouillon, un- handled, fancy

shape. Cover, bouillon Cups, coffee, ovide, heavyweight. Cups, tea, ovide, heavyweight. Cups, tea, ovide, me- dium weight. Cups, tea, semiovide.. Cups, extra tea, ovide, medium weight. Cups, coffee, heavy,

straight side. Cups, coffee, heavy,

ovide. Cups, coffee, Saxon

(after dinner).

Trade size

3 inches

4 inches Wi inches -. 5 inches

6 inches

7 inches

8 inches

6 inches

5 inches

7 inches

2 inches

234 inches..

234 inches ._ No. (8-oz.)

No. 2 (6-oz.) 4 inches

6 inches

8 inches

10 inches ...

12 inches...

14 inches...

234 inches..

234 inches..

3 inches

5 inches

8 inches

10 inches...

8 inches Large Medium.

Small.

30's...

30's...

No. 1 No. 2

16 ounces.

Ind. (6-oz.). No 1_. No. 3. No. 4. No. 5. No. 6. No. 4- No. 3-

Tea.

TeaActual size

534 inches.

634 inches.

inches . 736 inches.

836 inches.

9 inches ... 956 inches . 9T-i inches . IVi inches

.

7 inches..-

9 inches...

3 inches..

.

3 inches ...

33-2 inches.

5 inches ...

4Vs inches..

7 inches

936 inches..

11 34 inches.

1334 inch...

153-6 inches.

1734 inches.

536 inches..

534 inches..

53-i inches..

734 inches..

10 inches...

l\~A inches.

1036 inches.

11 ounces...

5 ounces

13 ounces...

3 ounces

554 inches..

6 inches

6 inches

17 ounces...

12 ounces...

11 ounces...

5 ounces

5 ounces

1136 inches.

9)4 inches..

8)4 inches..

7 inches

6 inches

63-6 inches..

IVi inches..

7}-6 ounces..

73i ounces..

4 inches...

934 ounces.

73-6 ounces.

7J-2 ounces.

8 ounces...

834 ounces.

9 ounces...

10 ounces..

33-6 ounces.

Tolerance

3-6 inch.

V6 inch.

3-6 inch.

3-6 inch.

36 inch.

36 inch.

36 inch.

34 inch.

\i inch.

36 inch.

3-6 inch.

36 inch.

36 inch.

Ys inch.

3£ inch.

36 inch.

36 inch.

36 inch.

34 inch.

34 inch.

\i inch. M inch.

36 inch.

36 inch.

36 inch.

36 inch.

V6 inch.

56 inch.

J4 inch.

1 ounce.

34 ounce.

1 ounce.

34 ounce.

36 inch.

)4 inch.

36 inch.

134 ounces.

1 ounce.

1 ounce.

34 ounce.

34 ounce.

34 inch. H inch. K inch.

34 inch. H inch.

34 inch.

56 inch.

3-4 ounce.

3-6 ounce.

3-6 inch.

3-6 ounce.

3-6 ounce.

3-6 ounce.

3-6 ounce.

3-6 ounce.

3-6 ounce.

J-6 ounce.

34 ounce.

Recommended list of sizes, types, and capacities of chinaware for hotel, restaurant, cafeteria, hospital,

dining car, and Government service—Continued

No.

61

62

63

64

65

66

67

68

69

70

7172

73

74

75

76

7778

79

80

81

82

8384

85

86

87

8889

90

9192

93

9495

96

97

98

99 100

101

102 103

104

105

106 107

108

109

110

111

112 113

114 115

Items

Cups, unhandled.

Cups, egg, double Cups, egg, wheat, unhandled. Cups, egg, footed,

single. Cups, egg, footed, Boston. Cups, egg, covered, Boston.

Saucers, tea, medium.

Saucers.tea, wide foot- Saucers, tea, reinforced well hole. Saucers, coffee

.do.

Saucers, coffee (after dinner). Pot, coffee, individual. Cover, cake, plain Trays, celery, oval

Creams, Vienna, handled or unhandled. do

Creams, Vienna, unhandled. Creams, unhandled...

Jugs, cream, handled..

Dishes, fruit, coupe

shape.

do... do —

.

do

Dishes, ice cream...

do... Dishes, grape fruitDishes, pickle, oval- Dishes do

Ice tubs Jugsdo

dodo

do... Jug R/E

JugsJugs, hall boy

Jugs, pitcher Match stands, round

hooded. Mugs, coffee

.do. Mustard, unhandled,

large. Mustard pots, Vienna, unhandled. Nappies (bowls) doNappies, soup

Nappies, oatmealPickle, club celery. Trays, pin

Casserole, plain

Trade size

13 ounces...

No. 1.

No. 1. No. 2-. No. 3... Fancy.

No. 1... No. 2.

54's 3 inches..

.

334 inches.

4 inches...

434 inches.

4 inches...

434 inches.

5 inches.

7 inches.

6's.

12's. 24'S. 36's.

42's. 46'S.

48'S... 24's... No. 5.

24's.

30's.

No. 1.

3 inches.

4 inches.

No. 2

8 inches . _

.

Actual size

354 Inches

high.

4 ounces

634 ounces..

1^6 ounces..

634 ounces..

434 inches..

5

7/i inches..

636 inches..

554 inches.

_

656 inches..

7 inches

4J6 inches.

_

12 ounces...

634 inches..

12 inches. .-

10 inches...

734 inches.

_

11 inches...

234 ounces..

134 ounces..

154 ounces..

1 ounce

436 ounces. . 436 inches..

454 inches ..

556 inches..

554 inches..

436 inches..

5 inches

6J4 inches.

.

834 inches.

_

8)4 inches. _ 10)4 inches.

9)4 pints...

6 pints

434 pints...

334 pints. ._ 134 pints

54 pint

8 ounces

536 ounces..

254 pints

8 pints

6)4 inches.

_

93!j ounces..

736 ounces..

034 ounces..

4 ounces

5 inches

554 inches.. 5Me ounces.

5

7A ounces..

956 inches..

5)4 inches __ 254 pints. ..

It is further recommended that the recognized

items be made in three weights only, as covered by

the trade names "rolled edge," "medium weight,"

and "lightweight," respectively.

532.2 PORCELAIN.

532.21 Crucibles.

Manufacturing Chemists' Association of the United

States, standard specifications for laboratory apparatus, 1922.

523
532.21 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

LABORATORY PORCELAIN WARE

Porcelain ware, to be acceptable, shall be:

(a) Uniform in size and true shape, in accordance

with given dimensions.

(6) Free from cracks in body, glaze, or similar imperfections.

(c) Marked with manufacturer's name.

(d) Able to meet specified tests for that article as hereafter described.

(e) Shall be uniformly white and free from specks. Allowable tolerances—Capacity.—Plus or minus

5 per cent of specified capacity when filled to brim.

Specification tests.—1. The article shaU withstand, without cracking of glaze or body, heating to 225° C. filled with high-flash cylinder oil and cooling

by floating on water at 25° C.

2. The article shall withstand, without cracking

of glaze or body, being placed cold in the full flame

of a Meker burner, heated for three minutes, and

removed with cold platinum-tipped tongs 10 seconds

after flame has been removed.

3. The article shall withstand treatment for six hours with a 10 per cent sodium-hydroxide solution on closed steam plate without appreciable dulling

of surface.

4. The article shall show no evidence of pores or channels in the body after soaking overnight in an

aqueous solution of methyl violet, rinsing quickly,

and wiping dry.

5. Softening of the glaze shall not take place

when two articles are taken, one placed inside the other so that the glazed surfaces are in contact, heated rapidly to 1,000° C. and then at the rate of 200° C. per hour to 1,125° C, removed, and cooled on a fire-clay slab. After cooling the pieces shall not adhere. ANNEALING CUP

Standard size.—

Capacity Diameter

of rim Diameterof bottom Height

A

ml

15 mm

38 mm

27 mm25

To be glazed inside and outside with exception

of outside bottom surface. Shall meet tests Nos. 1, 2, 3, 4, and 5. BOATS

Standard sizes.—

Length Width Height

A mm

60

88 100

771771 10

1220

7717ft 8

8

13 B

C

To be glazed inside and outside with exception

of outside bottom surface. Shall meet tests, Nos. 1, 2, 3, 4, and 5. CASSEROLES Standard sizes.—

Capacity Diameter,

outside Diameter,

inside Height

A

ml

75 150 210

375 500

750

1,250

mm

70

85

95

110

133

140 165

77777166

8090

105 130

130

160

771771 35

4550

62

68

8895

B.CD

E

FG

To be glazed inside and out with exception of rim

and end of handle, with lip and flat porcelain handle.

Shall meet tests Nos. 1, 2, 3, 4, and 5. COMBUSTION CAPSUIE Standard size.—

Capacity Diameter at top

Diameter at bottom

Height

A

ml

25 mm42

77777* 20

777771 25

To be glazed entirely.

ShaU meet tests Nos. 1, 2, 3, 4, and 5. CRUCIBLES, TYPE FOR TALL FORM

Standard sizes.—

Capacity Diameter at rim

Diameter at bottom

Height

ml 771771 771777 mm

A — 15 35 17 27 B.. 30 41 20 35 C 57 62 25 43

Glazed inside and outside with exception of outside bottom surface. Shall meet tests Nos. 1, 2, 3, 4, and 5. CRUCIBLE COVERS, TYPE FOR HIGH-FORM CRUCIBLES Standard sizes.—

Diameter

A mm

42

47

69 B

C

To be glazed entirely except rim.

Shall meet tests Nos. 1, 2, 3, 4, and 5. CRUCIBLES, TYPE FOR LOW FORM

Standard sizes.—

Capacity Diameter, rim

Diameter, bottom Height

A _ ml123090

mm

3746

67

777771 15

18

23

mm

21

2944 B.C

To be glazed inside and outside with exception

of outside bottom surface. Shall meet tests Nos. 1, 2, 3, 4, and 5. CRUCIBLE^COVEES, TYPE FOR LOW-FORM CRUCIBLES Standard sizes.—

Diameter

771771 A 44 B 52 C 76

To be glazed entirely inside and outside, except

rim.

Shall meet tests Nos. 1, 2, 3, 4, and 5.

524
CLAY AND CLAY PRODUCTS 532.22

DISHES, DEEP FORM

Standard sizes.—

A_

BC.D_

E.F.G.H_

L.

Capacity

ml

80

140

210 300

535 1,285 2,200

5,700

16, 500

Diameter

mm

80

90

110

120

162 215

265 360 460

Height

30

37

4350

516380

116

175

To be glazed outside and inside up to and includ- ing dish of 300 cc capacity. Larger sizes glazed

inside and for a short distance below the rim on the

outside, remaining outside surface being unglazed.

Shall meet tests Nos. 1, 2, 3, 4, and 5.

FUNNELS, BUCHNER

Standard sizes.-

Outside diameter Inside diameter

Diamete

Perfo- rated

area

r

Diameter

perfo- rations

Length

of stem

Depth

of rim

to per- forated plate

mm mm mm mm 771771 771771 A 66 60 45 50 27 B _ 102 95 80 80 46 O 13S 130 115 100 61 D.._ 163 155 140 110 66 E 200 190 175 130 75

To be glazed inside and outside. There shall be not more than 5 mm between the centers of the

perforations, and the perforated plate shall be flat. Shall meet tests Nos. 3 and 4. GOOCH CRUCIBLES, LOW FORM

Standard size. —

Diameter

at top Diameterat bottom Height Diameter

perforations

A mm

45 mm

35

771771 24

771771 1

To be glazed inside and outside excepting outside bottom surface. There shall be not more than

5 mm between the centers of perforations. Shall meet tests Nos. 2, 3, and 5. GOOCH CRUCIBLES, TALI FORM

Standard sizes. —

Capacity Diameter

at top Diameterat bottom Height Diameter

perforations

ml 771771 771771 771771 771771 A 10 27 18 30 1 B 25 35 22 40 1 C 35 40 25 43 1

To be glazed inside and outside except outside bottom surface. Shall meet tests Nos. 2, 3, and 5. GOOCH CRUCIBLE COVERS—TYPE FOR TALL FORM

Standard sizes.—

Diameter

A

7717713542

47 BC

To be glazed entirely. Shall meet tests Nos. 2, 3, and 5. PERFORATED PLATES FOR FUNNEL USE Standard sizes.—

Diameter Thickness

Diameter

perfora- tions

A

771771 25

38

7717713.5 4.0771771 1 B 1

Edge to be beveled to 60° with top surface To be glazed only on top surface. Shall meet tests Nos. 3 and 4. PLATES FOR COLOR REACTIONS

Standard size.—

Dimensions Number

of depressions

Thickness

Diameter

of depressions

Depth of depression

A.

771771 110 by 90 12

771771 7

771771 20

771771 5

To be glazed entirely with exception of bottom

surface. Surface with depressions to be uniformly

white and free from colored specks.

Shall meet test No. 4. PORCELAIN SPATULA, TYPE FOR LONG SPATUTA AT ONE

END, KNOB AT OTHER

Standard sizes.—

Length

A

771771200 B. 310

To be glazed entirely. Shall meet test No. 4. 532.22 Porcelain for Electrical Purposes.

American Electric Railway Association, standard

design of cap and cone insulators, serial No. D7-13,

1913. (Standard dimensions for this product are given

under this specification, without reference to

material.)

American Electric Railway Association, specifica- tion for overhead line material for 750-volt d. C,

direct suspension, serial No. D102-21, 1921.

525
532.22 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

(These specifications cover iron and steel fittings, wood cross arms, bronze castings, 7-strand steel cable, switch boxes, tree and cable guards, wood

insulator pins and brackets, wood break-strain

insulators, and the following specifications for porcelain strain and feeder insulators:)

PORCELAIN

GENERAL

Porcelain or its equivalent shall be used for angles and other points of unusual strain in feeder work and may be used for strain and feeder insulators. CHARACTER

Porcelain for insulators shall be high grade,

fine grained and dense, true to shape, free from

bubbles and other imperfections, and smooth.

An approximately cubical specimen weighing not

less than 1 ounce, freed from all glaze, after thorough

drying, immersion for 48 hours under 12 inches of water and the removal, by wiping off, of any surface water, shall not show an increase in weight of over

one-tenth of 1 per cent. The glaze shall be smooth, firmly adherent,

thoroughly vitrified, free from bubbles, cracks,

crazing, or undissolved particles. STRAIN INSULATORS

(See fig. 146) Strain insulators of porcelain shall be of type in which the connections will securely interlock in case of failure of the porcelain. If of egg or similar type the passages for the strands shall be of full

size, smooth, of easy curves so that the strands

shall have large area of contact without abrupt

bends and of depth sufficient to insure that entire strand is below the surface of the insulator body

throughout the space in which the two parts of strand overlap, with at least three-fourths inch

porcelain between the two strands at the closest point. FEEDER INSULATORS—GENERAL

Feeder insulators shall fit the standard pin with

diameter of 1 inch at top.

FEEDER INSULATORS—SMALL

(See fig. 147) Feeder insulators for cables of diameter less than

1 inch shall be approximately 4 inches diameter

at base by 4 inches high, top and side grooves swept out on radius of % inch, and having a depth

of at least x/i inch, and jaws at top having thickness

at point yi inch above bottom of groove of not

less than % inch. The thread shall be 2 inches

long, starting from point % inch above bottom of insulator. FEEDER INSULATORS—LARGE

(See fig. 147) Feeder insulators for cables of diameter of 1 inch

or more shall be approximately 5 inches diameter

at base by 5 inches high, top and side grooves swept out on radius of 1 inch and having a depth

Type 3

PERMISSIBLE VARIATION OVER UNDER q NO LIMIT 0*

of at least }i inch, and jaws at top having thickness

at point \'i inch above bottom of groove of not less than % inch. The thread shall be 2 inches long,

starting from a point 1 inch above bottom of insulator. American Railway Association, signal section,

specification 14428, July, 1928, porcelain insulation.

1. PURPOSE

(a) The purpose of this specification is to provide

dry process porcelain insulation for terminal

blocks and for mounting lightning arresters, switches, fuses, and similar apparatus used in signal

work, where apparatus is installed in housings

and voltages do not exceed 660.

2. DRAWINGS

Contractor shall furnish with his tender, drawings

forming an essential part thereof.

3. TENDER

(a) The tender shall be for apparatus meeting

the requirements of this specification. If the contractor wishes to vaxy from the specification, a tender may be submitted covering the apparatus

/P e 1 Type - 1

Type 4

TYPICAL PORCELAIN STRAIN INSULATORS

FlGUBE 146

526
CLAY AND CLAY PRODUCTS 532.22

he desires to furnish. This tender shall be accompanied by full information showing wherein the requirements of the specification are varied from.

4. MATERIAL AND WORKMANSHIP

(a) The material shall be of the best commercial

grade so as to provide a homogeneous body or mass, which shall be clean white color, hard, tough,

dense, and uniform throughout.

(6) Parts shall be true to shape and free from

sharp edges, projections, checks, flaws, cracks,

chips, holes, laminations, metallic substances, or other irregularities or defects due to improper or imperfect mechanical treatment, faulty drying or

firing, inconsistent with the best commercial

manufacture.

(c) Surfaces of parts shall be glazed where specified on drawings. The glaze shall be smooth,

bright, firmly adherent, thoroughly vitrified and

(d) If purchaser is to make inspection at point of production it shall be so stated.

6. TESTS

(a) Tests may be made at point of production, or on samples submitted, and may also be made at

destination.

(6) Contractor shall give the purchaser sufficient notice of time when material will be ready for testing.

(c) Contractor shall provide, at point of production, apparatus and labor for making the required

tests under supervision of the purchaser.

(d) If tests are to be made at point of production it shall be so stated. Purchaser will distinctly indicate which of the tests herein specified are to be made and

what portion of the material shall be tested.

(e) Absorption.—1. Samples of finished parts, broken for the test into pieces of approximately 1 cubic inch in volume and with at least 50 per cent

LARGE FEEDER INSULATOR

SMALL FEEDER INSULATOR

PERMISSIBLE VARIATION OVER UNDER VGA" VeA'

d I/8" '/8"

9 VZ" Vz'

n Vs' 0'' Va" 0" P Vz" 0" Figube 147.

Feeder insulators

free from bubbles, cracks, checks, crazing, or undissolved particles, and shall be continuous over

the specified portion of the surface.

(d) In the compounding of the glaze, lead oxide

or lead salts, injurious to the glaze, shall not be

used and the mixture shall have as nearly as possible the same coefficient of expansion as the porcelain.

(e) The finished parts shall conform to dimensions and tolerances shown on drawings.

(J) A minimum tolerance will be allowed of 1.5 per cent plus or minus.

5. INSPECTION

(a) Purchaser may inspect the material at all stages of manufacture.

(b) Purchaser may inspect the completed product

to determine that the requirements of this specifi- cation have been met.

(c) If the material has not been accepted at point

of production and if, upon arrival at destination,

it does not meet the requirements of this specification, it may be rejected, and the contractor, upon

request, shall advise the purchaser what disposition

is to be made of the defective material. The contractor shall pay all freight charges,

of surface unglazed, shall be dried at a temperature

of at least 100° C. to a constant weight.

2. Samples shall then be boiled in pure water for at least 2 hours and allowed to cool in this water to room temperature.

3. Upon being removed from the water the sur- face shall be wiped dry and samples weighed.

4. Absorption shall not exceed 0.5 per cent of the constant dry weight.

7. PACKING

(a) Material shall be so prepared as to permit

convenient handling and to protect against loss or damage during shipment.

8. MARKING

(a) Purchaser's order, requisition, and package

number, name of consignor, and name and address

of consignee shall be plainly marked on outside of package.

(6) Detail fist of loose pieces, containers, and

their contents shall be furnished for each shipment.

Where carload shipments are made, routing and

car identification shall be shown.

527
532.22 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

(c) Where carload shipments are made, name and

address of consignee may be omitted.

9. WARRANTY

(a) Contractor shall warrant the material covered

by this specification to be free from defects in material and workmanship under ordinary use and

service, his obligation under this warranty being

limited to making, at point of production, any

B. DRAWINGS

Drawing included and referred to: Figure 148, A. R. A., T. & T. 1285, porcelain filler button.

C. GENERAL

1. The quality of the material used and the methods of manufacture shall be such as to insure

for the completed filler button the properties

called for in this specification.

OLIVE GREEN TF* GLAZED WITHOUT LUSTER

^ DIA.HOLE

CLEAR WHITE PORCELAIN

TOLERANCE

+ £ FOR ALL DIMENSIONS UNLESS OTHERWISE SPECIFIED GLAZE SHALL BE FREE FROM LUMPS, BURNS,

CRACKS AND OTHER DEFECTS. FREE FROM

WARPAGE, IRREGULARITIES,CHIPS AND FLAWS.

WHEN BUTTON IS BROKEN UP AND IMMERSED

FOR 4B CONSECUTIVE HOURS IN WATER AT

40° TO IOO°F IT SHALL NOT ABSORB MORE THAN

17. OF ITS OWN WEIGHT.

PORCELAIN FILLER BUTTON ARA-3-A

Figure 148—A. R. A., T. & T. S., drawing No. 1285

part or parts to replace those which shall be found

defective after shipment to the purchaser. This

warranty shall not apply to any apparatus which

has been subjected to misuse, negligence, or accident. American Railway Association, telegraph and tele- phone section, porcelain filler button, ARA-3-A,

No. 2-G-14, 1924.

A. PURPOSE

The purpose of this specification is to guide the

seller/contractor in the manufacture of porcelain

filler buttons to be used in connection with porcelain

jack panel (given below),

2. The specification and drawing are intended

to cooperate with and supplement each other so that any detail indicated in one and not in the other shall be executed the same as if indicated in both, unless exceptions are specifically mentioned

within the body of this specification.

3. The seller/contractor must make sure that

all material and work is in accordance with the

specification before the filler buttons are offered.

D. MATERIAL AND WORKMANSHIP

1. All material and workmanship shall be of the

best commercial grade and all parts shall be made

528
CLAY AND CLAY PRODUCTS 532.22

in accordance with the dimensions and within the

tolerances shown on the drawing.

2. The filler button shall be made of vitrified homogeneous clear white porcelain. It shall not absorb water to a greater extent than 1 per cent of

its weight, when immersed for 48 consecutive hours

in water at 40° to 100° F.

3. The completed porcelain filler button shall have no chips, flaws, warpage, or other irregularities inconsistent with the best commercial manufacture.

E. DIMENSIONS

All dimensions shall be within the tolerances shown on the drawing included in this specification. In all cases the cumulative effect of all variations

shall be such as not to exceed the given limits for any aggregate dimensions.

F. FINISH

1. The knob and part of the shank as shown on

the drawing shall be smoothly and evenly colored with a permanent olive green glazing, which shall be without luster. Sample showing the desired color and finish to be furnished upon request.

G. INSPECTION

1. The purchaser shall have the right to make

such inspection and tests as he may desire of the

porcelain filler button at any stage of manufacture.

Such inspection not to include the process of manufacture. The inspector of the purchaser shall have

the right to reject any material or finished porcelain

filler buttons which are defective in any respect. Inspection shall not however, relieve the seller/ contractor from the obligation of furnishing perfect material and sound reliable work.

2. Any imperfect material or unfaithful work

that may be discovered before the final acceptance

of the completed porcelain filler button shall be

corrected immediately, upon the requirement of the

purchaser, notwithstanding that it may have been

overlooked by the purchaser. If the requirements

of this specification are not fulfilled when the porcelain filler buttons are offered for final acceptance, the purchaser shall have the right to reject them.

H. TESTS

1. Tests may be made at point of production or on samples submitted and may also be made at destination.

2. The seller/contractor shall give the purchaser

sufficient notice of time when the filler buttons will be ready for testing.

3. The seller/contractor shall provide at point of production apparatus and labor for making the

required tests under supervision of the purchaser.

4. One porcelain filler button shall be selected at random from each lot of 50 and broken into not

less than three pieces. The broken button, after having been immersed in water at a temperature

between 40° and 100° F. for 48 consecutive hours,

shall not have increased more than 1 per cent in weight.

J. PACKING

1. Each porcelain filler button shall be wrapped

in tissue paper, and 10 buttons packed in a substantial pasteboard carton.

2. Each carton shall bear on one end an inscriptionjn bold type reading as follows: 10 Porcelain Filler Buttons ARA-3-A

Name of seller/contractor

The seller 's/contractor's name shall appear in the space provided for same.

3. The cartons containing the procelain filler buttons shall be packed in a strong suitable case

to prevent loss or damage to shipment during

transit. K. MARKING

1. The quantity of porcelain filler buttons,

purchaser's order and requisition number, name of consignor, and name and address of consignee shall be plainly marked on the outside of each case.

2. Detail list of loose species, containers, and

their contents shall be furnished for each shipment.

I. WARRANTY

1. The seller/contractor hereby expressly warrants

that the material furnished under this specification

shall be free from defects in design, material and

workmanship. The seller's/contractor's obligation

under this warranty shall not apply to any material which has been subject to misuse, negligence, or accident after acceptance.

2. The seller/contractor hereby covenants and

agrees to save harmless and indemnify the purchaser against all claims, suits, actions, or proceedings, damages, costs, and fees and expenses by

reason of alleged infringement of patents or for patent royalties involved in consequence of the purchase or the use of the material covered hereby.

American Railway Association, telegraph and tele- phone section, porcelain jack panel, ARA-4-B,

No. 2-G-9, 1924. A. PURPOSE

The purpose of this specification is to guide the

seller/contractor in the manufacture of a porcelain

panel to be used in mounting jacks on switchboard

frame works, test panel units, or other apparatus

when specified. B. DRAWINGS

Drawings included and referred to: Figure 149, A. R. A., T. & T. 1193, porcelain

jack panel ARA-4—B assembly; and Figure 150, A. R. A., T. & T. 1194, porcelain jack panel ARA4-B method of testing.

C. GENERAL

1. The quality of the material used and the methods of manufacture shall be such as to insure

for the completed panel the properties called for

in this specification.

2. The specification and drawings are intended

to cooperate with and supplement each other so that any detail indicated in one and not in the

other shall be executed the same as if indicated

in both unless exceptions are specifically indicated within the body of this specification.

3. The seller/contractor must make sure that all material and work is in accordance with the specification before the panels are offered.

D. MATERIAL AND FINISH

1. The panel shall be of vitrified homogeneous clear white porcelain, and shall not be warped to a greater extent than allowed in the drawing or have any ir- regularities, chips, or flaws.

2. The face and four sides shall be smoothly

and evenly colored with a hard, fired, olive green

glazing, which shall be without luster. (Sample

showing the desired color and finish will be furnished

upon request.)

529
532.22 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

3. Each panel shall have its name and code number "Jack Panel ARA-4-B" molded on the back

as shown in Figure 149.

E. ELECTRICAL TEST

1. Two per cent, but not less than three jack

panels selected at random from each lot shall be

such broken piece shall not absorb water to a greater extent than 1 per cent of its weight when immersed

for 48 consecutive hours in water at a temperature

between 40° and 100° F.

G. INSPECTION

1. The seller/contractor shall submit two sample

jack panels for approval before proceeding with the

+ l f

3* -oil -oe

e

-

i o r - e

e

e

oi o r e

e

e

e

e

i is 1#1-i , b | , , Ja.

: ii i

, 1 1 ;

" 'i 1

3Z Si. B

if*

+ i

CO

H<£> TOLERANCES.

J £ UNLESS OTHERWffit

SPECIFIED. s>~ +i£ -o; C= +o--£

ASSEMBLY

PORCELAIN JACK PANEL ARA-4-B

Figure 149.

A. R. A., T. & T. S., drawing No. 1193

tested for insulation resistance according to the

following method:

2. Each panel shall be equipped with 16 jacks

connected together in two groups of eight jacks each

as shown in Figure 149, and when so tested shall have an insulation resistance of not less than 100 megohms between the two groups of jacks.

F. ABSORPTION TEST

One jack panel shall be selected at random from

each lot and broken into several pieces. Any

manufacture of the entire order; one of these samples

if approved shall be returned to the seller/contrac- tor and may be retained either as a permanent

record or applied on the order as desired. The

other will be retained by the purchaser.

2. A one hundred per cent inspection shall be

made of the following features: Finish; warps; width and length; size of ]y3 2- inch and %4-inch holes; distance between %2-mch

holes. , ,, 3. If any individual panel fails for any of the above features it shall be reported as not conforming.

530
CLAY AND CLAY PKODUCTS 532.22

4. If no defects or a few slight defects not detri- mental to the serviceability of the material are found, the entire lot under consideration shall be

reported as conforming.

5. If the defects are general, affecting the serviceability of the material the entire lot shall be reported

as not conforming.

6. If the panels have not been inspected at the

seller's/contractor's establishment and if upon

arrival at destination they do not meet the require2. Each carton shall bear on one end an inscrip- tion in bold type reading as follows: Porcelain Jack Panel ARA-4-B

Name of seller/contractor The seller's/contractor's name shall appear in the space provided therefor.

3. The cartons containing the jack panel shall be packed in strong wooden cases in order to prevent

breakage or injury to shipment during transit.

GALVANOMETER

PRlflABY BATTERY OS 5JITABLE TAP FROM DC. POWER MAIN, OF 100 VOWTS OR OVE.R.

FRAMEWORK. OF STANDARD JACK USED IN TESTING.

METHOD OP TESTING

PORCELAIN JACK PANEL ARA-4-B

Figure 150.—A. R. A., T. & T. S., drawing No. 1194

ments of this specification, they may be rejected

and the seller/contractor upon request, shall advise the purchaser what disposition is to be made of the defective panels. The seller/contractor shall pay all transportation charges on such rejected material.

H. PACKING

1. Each completed jack panel shall be packed

in a corrugated strawboard carton strong enough

to permit individual shipment and sufficient packing material shall be included to prevent any inde- pendent motion of the jack panel in the carton and avert breaking or chipping.

J. MARKING

1. Quantity of jack panels, purchaser's order and

requisition number, name of consignor, and name

and address of consignee shall be plainly marked

on outside of package.

2. Detail list shall be furnished for each shipment.

K. WARRANTY

Same as for procelain filler button (given above).

American Society for Testing Materials, tentative methods of testing electrical porcelain, serial designation D116-29T, 1929.

531
532.22 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

(These tests are intended to apply to porcelain

which is to be used for electrical insulating purposes. Included are tests for tensile strength, compressive

(crushing) strength, transverse strength, resistance to impact, dielectric strength, resistance to thermal

change, and porosity.)

United States Department of Commerce, division

of simplified practice, recommendation No. 73, one-piece porcelain insulators, October 1, 1927.

In accordance with the unanimous action of a

general conference of representative manufacturers

and users of 1-piece porcelain insulators, the United States Department of Commerce, through

the Bureau of Standards, recommends that stock

varieties of this product be limited to those listed

in the following tables.

It is further recommended that stock varieties be specified wherever practicable.

Legend

[See also Figures 151 to 166, inclusive] Cook Cook Porcelain Insulator Corporation. Findlay . Findlay Electric Porcelain Co.

Franklin Franklin Porcelain Co. Gen. Pore General Porcelain Co.

Hartford. - Hartford Faience Co.

111. Pore -.- -- Illinois Electric Porcelain Co. Knox _ Knox Porcelain Corporation.

Lapp Lapp Insulator Co. (Inc.). Locke Locke Insulator Corporation. Ohio.. Ohio Brass Co. Pinco Porcelain Insulator Corporation. Thomas R. Thomas & Sons Co. Westinghouse Westinghouse Hi Voltage Insulator Co.

Manufacturers

Figure 151 Figure 152 Figure 153 Figure 154 Figure 155

Stock

catalogue No.

Catalogue No.

to be dis- couraged

Stock

catalogue No.

Catalogue No.

to be dis- couraged

Stock

catalogue No.

Catalogue No.

to be dis- couraged

Stock

catalogue No.

Catalogue No.

to be dis- couraged

Stock

catalogue No.

Catalogue No.

to be dis- couraged

Cook 1 10

1 15 20

129

/ 186

\ 192

155

182 1000

f 133

\ 134

I 144 A-105

235 K-10

591-A

44

10387

62

1111

104

85

188 1033

2822 A-106

253

30

194

1011

2904 A-107

247 K-30

5922

9404

223

1010

136

90 Findlay -

i 180 1032 Gen. Pore 6-C / 109

\ 112 129

136 }.........

| 155

111. Pore. / 109

\ 112

J K-5

\ K-6

593

( S

J 9400

\ 10565

107

108

I

222

224 K-8

}......... 237 Knox - K-M)

588 8881

} 12847

} 401-L

}

1009

146

Locke -. 12 Ohio / 29207

\ 9990

/ 325

1 359-L

f 1101

1 1159

Pinco -

/ 499

\ 799

1094

61 / 674-L

1 623-L Thomas 1049 / 1011

1 1012

J 100

\ 110 }---

Westinghouse . . }

Cook -

Figures 156 and 157 Figure 158 Figure 159 Figure 160 Figure 161

615

202

1024

145 A-130

256 K-46

50

195

55 196

1002 4H-C

A-109

361 K-55

584 '4451

2 4451

10044

366

1153

1311

100 95 Findlay . 200 /

i 198

\ 2 199

1029

1031 Franklin... 1001 3-C

/ 1012

\ 1013

1 2905

2 2905 Gen. Pore

( ' 151

\ 2 151 A-108

/ 257

\ 261 K-50

586

f 396

\ 3693

/ 12848

1 10636

}.........

}......... / 131

1 140 Hartford. ...

/ A-110

\ A-111

/

i 366

I

2 366 K-55

/ 1 582

\ » 583

/ 6510

\ 6511

1 12849

2 12850

1 64

2 64-A

/ 1151

\ 1152

/ 1 1013

\ 2 1113

Ell. Pore... }_ 259 K-49

/ 587

\

i 590 5-A

55

/ 9890

\ 11913

645 645-A

1022

156

Knox

Lapp

|

2 589 Locke 3749

9953

264

1108

106

Ohio...

) 25237 Pinco / 645-A

\ 645-L

/ 300

\ 622-L Thomas.

( 1067

\

1 1177

2 1196

/

i 166

\

2 176

|

1164

Westinghouse..

1 1-inch pinhole. 2 lji-inch pinhole.

532
CLAY AND CLAY PRODUCTS 532.22

Figure 154 Figure 155 Figure 156

Figure 157 Figure 158 Figure 159

533
532.22 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Legend

Manufacturers

Figure 162 Figure 163 Figure 164 Figure 165 Figure 166

Stock

catalogue No.

Catalogue No.

to be dis- couraged

Stock

C&ttllogUG No.

Catalogue No.

to be dis- couraged

Stock

catalogue No.

Catalogue No.

to be dis- couraged

Stock

catalogue No.

Catalogue No.

to be dis- couraged

Stock

catalogue No.

Catalogue No.

to be dis- couraged

Cook _ 60 196-A

910 65 70 Findlay _ 114 1014

118 A-147

212

Franklin _._ ___

/ 1003

\ 1123

1 3050

2 3050

/ A-112

\ A-113

1 380

2 380

/

1 K-70

(

2 K-70

2063

/ 6508

\ 6509

/ 12851

I 12852

i 367

2 367-A

1157 1158

1 1014

2 1114

Gen. Pore—

( 168

{

i 2907

I

2 2907

1

I i 3045

\

2 3045

1 1-C

2 1-C 1---

} 3060 Y-fHI. Pore /

1 266

\

2 266 K-60

585 298

| 265 /

' 270

1 2 270

1 370

2 370 Knox K-65 Lapp 588-A

6507

10747

420-L

1185

120

Loeke 6512 2 303 Ohio

Pinco / 1 65

\ 2 65-A 717-L Thomas 1140 /

i 1188

\

2 1190

/

i 1111

1 2 1211

} 1128

1 1012

2 1112

/ 1178

\ 1179

1 1213

2 1313

j

25118

Westinghouse
CLAY AND CLAY PEODUCTS 532.23

532.23 Tubs, Sinks, and lavatories.

American Railway Engineering Association, specifications for buildings for railway purposes. PLUMBING (1926)

This specification includes requirements for the

installation of plumbing fixtures, and in addition,

typical types for guidance in use of plumbing

specifications, as shown in Figures 167 to 175, inclusive. Federal Specifications Board, specification No.

448, United States Government master specification

for plumbing fixtures, November 22, 1926. The

specification is published in full as Bureau of Standards Circular No. 310, and gives general and detail requirements for 22 plumbing fixture items, in- cluding vitreous ware for use in plumbing, general

requirements for which are as follows: VITREOUS WARE

(a) Quality of vitreous ware.—Vitreous fixtures shall be best quality vitreous china, thoroughly

fused and vitrified, producing a material white in

color, which when fractured shall show a homogeneous mass, close grain, and free from pores. All surfaces coming in contact with walls, floors, or surfaces or other fixtures shall be ground true. Closet bowl base with extended horn is not required

to be ground.

(6) Dimensions and variations.—The bowls of water-closets, urinals, lavatories, slop sinks, and

other vitreous fixtures shall be not less than % inch

thick at any point, except flushing rims and part

forming overflows, which must be of substantial

thickness. The dimensions shown on the figures

shall be followed where given, but a variation of not more than 5 per cent plus or minus will be

allowed. A warpage of not more than ){ inch per

foot will be allowed, but in no case shall the total warpage exceed }4 inch.

(c) Glazing.—Shall be white, thoroughly fused, and united to body without discoloration, chips, or flaws on the glazed surfaces, and shall be absolutely free from craze. All surfaces shall be glazed

except those coming in contact with walls or floors, and portion of rear of aprons on lavatories set off from wall required to be left unglazed for supporting

fixture in kiln.

{d) Stamp.—The manufacturer's name or trade- mark and Government designation shall be in ink under glaze on each fixture. The Government

designation shall be placed within a shield at the

point indicated and shall be a guaranty that ware of that make, will stand the following prescribed test. Government designation is given under description

of fixture. Shield shall be as indicated in Figure 176.

(e) Test.—A fractured piece of material taken

from any part of a vitreous china plumbing fixture, after being immersed in red aniline ink of good

color strength for one hour, shall not show any

discoloration through the glaze and shall not show

absorption when broken, to a depth greater than

Ys inch below surface of fracture at any point. Federal Specifications Board, specification No.

448, United States Government master specification for plumbing fixtures, November 22, 1926. The

specification is published in full as Bureau of Standards Circular No. 310, and gives general and detail requirements for 22 plumbing fixture items, including

porcelain ware for use in plumbing, general require- ments for which are as follows: PORCELAIN WARE

(a) Quality of porcelain ware.—Porcelain fixtures

shall be best quality regular selection. The ware

shall be made with a glaze over a heavy vitreous coating covering the fire-clay body, producing an

exterior white in color. All exposed surfaces

shall be glazed. All surfaces coming in contact with walls, floors, or surfaces of other fixtures shall be ground true.

(J>) Dimensions and variations.—All fixtures shall be heavy pattern, and all parts shall be of substantial

thickness. The dimensions as given shall be followed but a variation of not more than 5 per cent plus

or minus will be allowed.

(c) Glazing.—All surfaces exposed after fixtures are set shall be glazed; backs and undersides of urinals and laundry trays will not be required to be glazed. Glazing shall be throughly fused and

united to body of fixture. Crow feet or cracks will not be permitted in water-flushed surfaces. Crow

feet in glaze, except on water-flushed surfaces,

shall not exceed Y2 inch in diameter and shall be

semiglazed. Cracks in glaze, except on waterflushed surfaces, shall not exceed 1 inch in length nor y3 2 inch in width. Discolored spots or bumps

under the glaze shall not exceed 1 inch in diameter.

(d) Stamp.—The manufacturer's name or trade- mark shall be stamped in ware on each fixture. United States Department of Commerce, trade standards unit, Commercial Standard CS4-29, staple

porcelain (all-clay) plumbing fixtures, 1929. (Adopted at a conference of representative manufacturers, distributors, and users, and later accepted

and approved by the industry for promulgation by

the Department of Commerce.)

GENERAL

The nomenclature, definitions, grading rules, types, sizes, dimensions, and general practices

given herein are recommended as standard by the manufacturers, distributors, and users of porcelain

(all-clay) plumbing fixtures. Types and sizes of urinals, sinks, laundry trays,

lavatories, receptors, and baths not specifically

mentioned are considered as special.

GRADING RULES

Noteworthy advances recently have been made

in the structure, glaze, and appearance of porcelain

(all-clay) plumbing fixtures as a result of continual

effort to attain perfection. In common with all other industries, certain tolerances or unimportant

variations occuring in the finished product are

recognized, which here take the form of unavoidable

minor blemishes, invisible to the untrained eye, and which result from traces of certain impurities,

which are sometimes segregated, in the refined clays

and earths of which the ware is made. Within

duly prescribed limitations such minor blemishes

have no effect on the utility or value of the fixture. However, they are employed as the simplest commercial basis for grading the ware.

All of the described ware which grades below

regular selection on any one blemish is classified as "culls." NOMENCLATURE AND DEFINITIONS

Break.—A damage resembling a dunt, but result- ing from accident or handling after shipment from

factory.

Chipping.—Unglazed parts along ground edges

extending more than (0.25) inch from edge.

Craze.—Fine cracks in the glaze.

Culls.—Serviceable ware which grades below

"regular selection."

Discoloration.—A single colored spot over }4 (0.25) inch in diameter or a sufficient number of "spots"

100925°—30—35 535
532.23 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

to give the effect of a change in color. Faint green

spots are not classified as discoloration. Dull or eggshell finish.—Dead or flat finish. Undeveloped glaze. Slightly matted. A semiglazed fin- ish with appearance of numerous very fine pinholes.

Not glossy. Dunt.—A hair-line fracture extending through the body caused by strains set up in the process of manufacture.

Finish.—Texture and condition of surface other than color. Fire check.—Fine shallow crack in the body, not

covered with glaze. No pieces with open fire checks shall be marketed. (When sufficiently

Pinhole.—Unglazed portion of body, or small

hole under y[ 6 (0.063) inch in diameter.

Polishing mark.—-A spot where some minor

blemish has been ground off and surface polished

and with an area not greater than that of a %

(0.375) inch circle. Pottery square.—A square 2 inches on a side. For grading purposes it may be a 2-inch square

hole cut in a small sheet of any flexible material,

such as rubber or paper, for convenience in sliding over irregular surfaces to determine segregations.

Projection.—A raised portion of the surface

}s2 (0.031) inch to % (0.25) inch in maximum

dimension.

'Wo//'I /he

'Conceo/eo' tfonger

A/bfes-slng/e Grackste may be

/Lir-rnshgo/ /ns/eoc/ ofconcea/ed

f/bngers.

V7rf?£OU3 L/1MTOPY OPFORM

A/VO D/MEAfS/ONS As Showm

Oa/ 7m/s Df?Aw/A/G&£bu/ppeDA$ Follows

-4pron 3ock, Bow/,*Soop Cuoona

Over-f/owA// Integra/-

Moke/£>/otect cAo/'n, onc/J3j66er

Stopper. _____ Concea/ed Gc/vv/m'xec/ f/~on l/\htf Sionger.

2-At/cke/O/gtec/ Se/fCtoS/hg raaceAs i^/rh Ch/'ncr Jnafexes

2-M'ck!e P/afec/ Brossffron &pa

S'$&). H/ofer Supp/v P/pes 6c, Connections kv,th '/V/dke/ P/o/ect Loose k&yecf Compress/On y^na/e 3hyho/XVo/ves. _ , /£ ''M'cke/ P/ofecf Cos/- Brass . P- Trajo 75 /*/<=>// ana/ Connsct/'ons Conceo/ecf Go/\/on/'iect Ppe d/'r- Chombers /S'lg. to be insfo/tecf On

lA/o/er Sc/pp/y P/oes of fr/x.tare3

CenAsr af/M?sAe

for use in Important

Stations one/ Office

^3u//oJ/ngs.

——A.R.E.A*-—

—-Lavatory/Vo3=

*lf/rGEOus Wall Type*

Figure 167

covered with glaze as to be easily cleaned, it is not

detrimental.)

Fire check stopped.—Fire check not over l/s (0.125) inch wide which has been filled with cement

or other satisfactory repair material forming a

clean and complete repair. Green spot.—Dark centered green spots are

classified as discoloration. Kiln support marks.—Large unglazed spots

resulting from blocks necessary to support the ware

while firing and allowable on the back or one end

of fixtures. They are regularly covered with

white enamel paint.

Large projection.—A raised uncolored portion of the surface greater than (0.25) inch in maximum

dimension.

Regular selection.—First-class ware in conformity

with the limitations of the grading rules. Roughing-in measurement.—Dimension from fin- ished wall or floor to center of waste or supply

opening.

Segregation.—More than 4 spots, 4 projections, or 8 pinholes in any possible "pottery square."

Spot.—Colored portion of the surface ^2 (0.031) inch and less than % (0.125) inch in maximum

dimension.

536
CLAY AND CLAY PRODUCTS 532.23

V/rffecxjs Cobm&?LavatzzoyV//r&CC/S Corner lovaii>ry rv/fh Apron 6'h/ghBack- end integral OvSr/ibtv. Concealed Go/^onixfid fron Monger

7tvo MckelP/o/ee* Se/f

Cosing Bosm CbcAs

fo rw/h kVnee/rhno'/e Sfqp Vc/ses.

/£ W-cAel &a*ed Cos? Brass

'PTrop- One ./2"5*veof-Bushing

P/ug one/ Cnoin.

For- usein /mpor/anf"

SWions one/Office

Buifcf/ngs

-^=TV£>/CAL PL {JA>f3/A/G F/xrc/ffss-

~LriVATOPYA/b.4-*

Figure 168

537
532.23 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

fxServed

SyphonJsrgS&arO&e&rnsjsClose7 Or/b**fAVDD>M£SJS'OA/S SrfCMNON

V-f/S DVAMA/G s*NO £OU/PP>£0 /IS f~OLLOlA/S

Pf/neoos ytbrQ/}i//bmo//t Syphon Jgf- 3o*v/. M/h Extended lip.

5ft?/ Qoerofng f/ush Vo/w W/Sn /V-A&p'c/'Cbnnvcf'bos.

kV/fh/V-PAngfe 5fop AndConmictions

7b Wo//

rtrovy Ook Scot- W/Sn fteovy A/p

Cost Brass 3ox Mnges And forcing J?<ng With fnsei-fed'fbbber Seat- Bumpers

J -Mete? Wofed r/oor Bo/ts ADoub/e M,'a// Bun-iper-Secvmty Fastenedto l-Vcr//.

VovbtetWitfBumper S

rtoorlihe

/or use in OM'ce But/dings one/

JmporfGnt SibAonS —^Closet A/q.J. -

"SyphomJetSeatOpepat/mg/zumValve 7yp£

Figure 169

538
CLAY AND CLAY PRODUCTS 532.23

, tVa/er fr-easirt -As 6s S/6s. or o<se/~ SyPriOHJcr Seat OPEP^r/AJO

CLOSEr Or/h&M & D'MEA/3'OM

As Sf-fOM^ Orv 7?i/s D&4*v>svg Sc. Equipped /4s /bn.ow.5

l///reous Wara nlu/onnotf'c Syphon Jet Bowf *v//h Ex./ended L/'p Metre/' Plofed Gross Compress/on

Angle Shur-O/E Ifo/ve /or- jn/oter Scppty.

Mckel'Ptoted Cast Brass

rlutomatic Pr/rrtthg Vo/ve. /?'a/8~x/2 'Cast fron f~/ujAt Tank enarneted both /ns/de and outs/de onaprovided

with 2 £-isQ *St-/P/OOrrs at- /op. 2-A//cket P/olet Bross rlng/e Broctrets /br- TonU -Support

o/- bottom^ t-^Mctrel Ptatad Gross

Pr/m/ng P/pe and Connec/ipns

/- /i'Mi-ke/ Ploted Brass

F/uSn Pipe and Connections

/-A//ctret Ptoted'Brass Combina/iori

P/pe Support-and /TW-> /Subber Tipped yVo//8<-/ny)er- /7eovy Ook Seat- ^,tr> Peovy

Metre/ Ptated Cost Brass Box ttinges and £?e>nSo/-c/no

/Ping W7/h Snserfed &^bber-

<5eot- Bumpers

4-S/icJre/P'oled r~/oor 3ol>is

t~~Cenh- ofOutletr~/oor- C/ne

-ELEV/AT/O/^/^-

/ar ass /h Office3ottd/hgs andfapOrfan/-Stations

—AREA——

-TYPICAL Pi UMB/NG' fvxTUQSS* —^ClosetNo. 2^—

*SYP/iO/\l<Jf7~SFArOPfPATI/MG TYPE*

Figure 170

539
532.23 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Wafer Pressure To3eSLbs. OrOver

Wash-Down-Jet Seat Operating

Closet OfForm 8lD/mension

AS SrfOWU Ort ThlS D/PAtV/AIG &

Equipped As Follows.

//tieouS kVore r^utomoti'c Wash-Down-JeF Gouv/ Wi'/h Ex-fended" Lip

.

A/icAe/ P/o/ed Gross Compression

/fng/e ShurOff l/o/so rorkVoter- Supply.

M'cke/ P/oted CosFBross.

rfuiomotic Priming 1/oA/e. /B</8"x/2" Cos/ Iron F/ush 7o->k Fhomeled Both fnside dnct . Outside A^nd Prov/c/ed With Tlvo Lug Supports Alt7c>p. 7Zvo M'ckel'PLoiectBross 4na/&

Brockets For 7ank SupportAlt Bottom^

One 3/£'Make/' P/oted Brass

Priming Pipe Sc. Connections. One ffe" M'cke/ Plofect Bross

F/ush P/pe & Connections. One Aticke/ P/o/ed Brass Comb - /notion Pipe Support rind 7tvir> Pubber Tipped isVo// Gun-iperf/eovy Ook <Seor tYi'tih ffaovy

A/'bkef P/ofed Cos/ Bross Box

r/'hges rind A?o/r> forcing t?i'ng M/a Inserted Pubber ySeor

Bumpers

rourM'cke/P/ofec/F/oorSo/As

/F/oor Line

' vZr-£oFOu//eF

•^Blbvatiom^—

Foruse in Freight Pooms,

FreighfOffi'ces, Shopsond

LessIrnporfonf Sfo//ons

—A. RE.A ——

! ^Tr-P/CAL PLUMB/A/G F/XTOPFS^ —"^ClosetA/o.3.^=—

sti-DoiVA/-Jer 3cast Qp£PAr/^o Type*

Figure 171

540
CLAY AND CLAY PRODUCTS 532.23

Po0C£W\>h Floor Type, l/pinal offopm amo

D/MENS/ONSASStiOWrV

O/V 77-r/s Dram/vg A/wo

Fqu/Pfeo /Is Follows

/nfegnof (Jnmotf Dr,p

Pecepfor- G/ojed on

Jha/'cfe ondo//exposed

Oufsid& Pbnfs. Porce/o^n F/oon Stab

Gto^ec/on o/fexposed

Out-side Pbrts Mchs' P,ofed Cost- Brass

yVoskOufter Connections

yV'f-h Co/von^ed r^ort

Dr-Of-> 7rcyp oFon

/Ippnoved Design. - Cor-ce/oin Sfno'nen

9"« /0"./0'- ?Gol.£~nomCl,

Aufonnofic F7ushmg

7ank Provided with 4

Screw /totes of the fop fbs- /b^/ening to

iA/O/t

\rv">'ckei' P/ofed Onoss

F/ush $. SpnsodenPpes

W//h A/icfret Phfed Brass

F/c/sfj Connections

sS/c*e/P/o/eat Brass

Compress/on /!ng/e

Shut-OFF l/o/ve For- Wofen Supp/y

for use in Office

Boi/c/ings oncf

r-mporfanf Sfaf/'ons

^7y-P/C^L PLUMBt/VG fiXfC/P/SS^ ——L/R/NAL /Vo .1^ -

—

^Floop? Type. -

Figure 172

541
532.23 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

ff/aorL/ne < !JT |_^°/° <y* Swj

>//l,he #//Aft osa en tents St/b/'ect to S/i$ &t \ ( v/t it/on

i/V/rt-f Brass f/vt-er&Ourcer Spuds

£"/n/er£ Out/eh

/8"-/0"» /Sl'CostIronAutomatic

f/ush 7onk. tnomeied inside ona

ovrs/de onofpror/Wed rv/rn two /og Sc/ppor/s or fop

7~h/s s/je rank /€>/- /toS

fixtures.

r~or more ¥hon J fixtures

Tank to be fncreosecf in Sije proport/'onote/y.

tj> Compression Af/'cke/ P/atect Brass /Ing/e Shut-Off

fo/ve fbrWaterOupp/y.

i£"MckefP/ated Gross

tfron PpeS/jeJo/Xset t~/ush Pipe and Connections

B/ock P,bbon State Partitions And Qock,i*/ifh Ca/vonijed

/ran Connecting C/'pS oncf

Bolts. Pipe Po/t/hg, Legs, £bri/Otfpr 7op

i4ndf/ftings,-to 6e Go/v. Iron

Untess Otherwise co//eaf foe

P/pe to be t#"inside diameter: 2 MPBrass dngfe Brockets fbr Tank Support at bo/torn.

f4Z'Gf.P>pe

/bruse k> freightOffices, fre/gnt-^boms, Shops, and

/ess irnptirfonkQfoh'ons.

***7YP>/CAL Pt UMB/AtGF/X7U&S«

"^L/WAtAL —

-Syp/iON Jet VtrPEOusTYPE*

Figure 173

542
CLAY AND CLAY PRODUCTS 532.23

V/tbcocsS PEOSsrsu. S+A//7?*/iy

Vrr&EQUS Chz/s/A duS8i-WS Cuo

Construefee/ ofOnePiece /hrvoor onal G/ojec/ a//ove*- w//h h/nr'/s

V/rire'ovS G/oz'ng w/h P\'as/e <ynd

Supp/y concea/ed, fit'fed >v///> Waste OndScjpp/y fi/Oe fi-om Sow/

Floor; /he woter svpp/y beino corned sbfne faonib.n be/o*v /Ae

/Voor/Zne and opener/ed hy

Se/f-C/oSihg Cock serosa Convert.

-lenf-poinfr

foun/ct/r) is fiy/ed*v/n o /oose A&y Vh/ve A> con/ret/ /^>v or~if*&/&*

"PCAA/***- far use in Off/cc

&s/4d/hgs one/

sSfo/zons.

?7y-£>/cal Plcjmb/ajc F/xrupes*

Figure 174

543
532.23 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

tlfBS Scpp/y Vitpeous Dqinkwg FbUNr/1/M OrForm &DiM£/vsicwsAsSnotw

OrJ Tri/3 Dbawimg & E~Qu/PPeo

/Is Follows

V/freous Bubb/''r>Q Cup. & Conceo/ed l7ron Pipe5ije)Qna3s ~ ' ~ ' /A Loose

%S>fc>o &.

4r "Conceo/edf/ron P/peSiejBross

lA/osfe 7o rw/h QroSS 7Fap<3c. C/n/on Connection MckelPhfec/ Be/r C/os/ng CbcM

t} S<->ppor-f/ng Botts W/'/h FxposedPor/s AAcAe/ Pfafee/

For use in Office Buildings and

Stations

A. B. E. A. TYPICAL PLUMBING FIXTURES DRINKING FOUNTAIN NO. 2 WALL TYPE Figure 175

544
CLAY AND CLAY PKODUCTS 532.23

Large spot.—A colored portion }i (0.125) inch to % (0.25) inch in maximum dimension.

Streak.—A slight defect in the finish, giving an

appearance similar to paintbrush marks.

Visible surface.—The surface other than wet

surface, readily visible after installation of the

fixture, by an observer in normal standing

position.

War-page.—The maximum deviation from a

straightedge laid as nearly parallel to the edge of the piece as possible.

Wavy finish.—A defect in the finish having the appearance of numerous runs in the glaze; irregular or mottled. Wet surface.—The surface which may be wet

during the normal use or operation of the fixture. METHOD OF GRADING STALL URINALS

Examine closely the wet surface, which includes the top of the extended lip, for exposed body,

fire checks, pinholes, projections, and spots. Fire checks behind the splash rim or lip are considered

to be on unseen surfaces, except those near the bottom of the urinal. Examine remainder of piece for dunts or other defects. Since most stall urinals are set up in batteries spaced only 6 inches apart or with joints filled and

covered, defects occurring on the sides are not

considered to be as serious as on other parts of the

fixtures. Stall urinals are graded according to the maximum

blemishes listed in Table 1. Note.—It is not intended that the inspector shall measure or count any blemishes except in case of doubt, since with practice dimensional limits and numbers can readily be gaged by eye. Table 1.

Stall urinals

Location

Entire glazed

surface.

Wet surface.

.

Visible surface other than

sides.

Sides.

Blemish or defect

Discolorations

Projections or large spots. Warpage Wavy finish

Spots and pinholes. Stopped fire check

.

Spots and pinholes- Stopped fire check

.

.do Other permissible blemishes.

Regular selection

Not more than 3. Not more than 6. Not warped more than %

inch at sides or front. Not over 10 square inches. A total of not more than 15; no segregation. Not more than 1; not over

inch. A total of not more than 15; no segregation. Not more than 1; not over

1 inch long. Not over 2 inches long; not more than 2. Not more than twice the number permissible on the

"visible surface other than

sides."

METHOD OF GRADING SINKS, ROLL-RIM LAUNDRY TRAYS, COMBINATION SINK AND LAUNDRY TRAYS, AND SLOP SINKS

Examine closely the wet surface, which includes the back and top of rim, for exposed body, fire cheeks, pinholes, projections, and spots. Examination should be made with the eyes of observer about 2 feet from the surface observed. Examine

the remainder of the piece for dunts or other

defects. Sinks, roll-rim laundry trays, combination sink and laundry trays, and slop sinks are graded according to the maximum blemishes listed in Table 2.

Legs are graded on the same basis as the fixture. Table 2.

Sinks, roll-rim laundry trays, combination sink and laundry trays, and slop sinks

Location

Entire glazed

surface.

Wet surface. ..

Visible surface

Blemish or defect

Discolorations. Projections or large spots. Warpage Wavy finish.

(Spots and pinholes.

(Stopped fire check

.

(Spots and pinholes.

IStopped fire check..

Regular selection

Not more than 3. Not more than 5. Not warped inward more

than yi inch. Not over 10 square inches. A total of not more than

20; no segregation. Not over H inch long; not more than 2. A total of not more than 20; no segregation. Not over 2 inches long; not more than 1.

METHOD OF GRADING BATHS AND SHOWER

RECEPTORS

Examine closely the wet surface, which includes top of rim, for exposed body, fire checks, discoloration, pinholes, projections, and spots. Examiner

tion should be made with the eyes of observa- about 2 feet from the surface observed. Examine

the remainder of the piece for dunts or other defects. Baths and shower receptors are graded according

to the maximum blemishes listed in Table 3. Table 3.

Bath and shower receptors

Location

Entire glazed

surface.

Wet surface.

.

Visible surface

(1 side and 1 end).

Blemish or defect

Discoloration.

Projections or large

spots. Wavy finish

[Spots and pinholes. Stopped fire check.

{Spots and pinholes. Stopped fire check..

Regular selection

Not more than 3; not over 1 inch maximum dimension. Not more than 5. Not warped more than 1 inch Not over 10 square inches. A total of not more than 15; no segregation. Not over \ inch long. A total of not more than 16; no segregation. Not more than 2; not over 4

inches long.

METHOD OF GRADING LAVATORIES

Lavatories should be examined with the eyes of the observer about 2 feet from the surface observed

and are graded according to the max- imum blemishes listed in Table 4. Blemishes or defects on other than

visible surfaces are not counted. The top of slab, front apron, inside

of bowl, and face of back of lavatories with back are most important.

Sides should not be subjected to the same rigid inspection.

Warpage tests are made at factory

by use of horizontal plane, this being a level table upon which lavatory is allowed to rest, face down,

and tested with thickness gages placed between lav- atory and table. Pedestals and legs are graded on the same basis as

the lavatory. Pedestals and legs are not to be warped out of perpendicular line more than one-half inch.

Figure 176

545
532.23 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Table 4.

Lavatories

Location

Entire glazed surface.

Service space.top of

slab, inside of bowl, and front of apron.

Face of integral back and side.

Blemish or defect

{Diseolorations

Projections or large

spots. Warpage .

[Polishing mark

Spots and pinholes.

[Stopped fire check.

Spots and pinholes.

Regular selection

Not more than 1. Not more than 3' On 24 by 20 inch lavatories and larger,warpage of slab out of hori- zontal plane not to exceed % inch. Not more than 2. A total of not more

than 8; no segregation. None allowed. Not more than 5 on

either side or back; no segregation; a

total of not more

than 15.

METHOD OF GRADING FLAT-RIM LAUNDRY

TRAYS

Examine closely the wet surface, which includes only the inside of tray, for exposed body, fire checks,

pinholes, projections, and spots. Examination

should be made with the eyes of the observer about

2 feet from the surface observed. Examine the remainder of the piece for dunts or other defects. Flat-rim laundry trays are graded according to the maximum blemishes listed in Table 5. Legs are graded on the same basis as the fixture. Table 5.

Flat-rim laundry trays

(Top of rims are unglazed)

Location

Entire glazed

surface.

Wet surface..

Visible surface.

Blemish or defect

Discolorations.

Projections or large

spots. Warpage Wavy finish

(Spots and pinholes. Stopped fire check.

Spots and pinholes.. Stopped fire check..

Regular selection

Not more than 3 per compartment. Not more than 5 per compartment. Not warped more than %

inch. Not over 10 square inches. A total of not more than 20; no segregation. Not more than 2; not over

1 inch long. A total of not more than 20; no segregation. Not more than 2; not over

2 inches long.

MARKING AND LABELING

Porcelain (all-clay) plumbing fixtures shall bear

the trade-mark or name of the actual manufacturer

and the words "Made in U. S. A." applied in such manner as to be permanent.

It is recommended that no name, brand, or label other than that of the actual manufacturer be used on the ware. "Regular selection" labels shall be used only on such ware as conforms to the requirements for "regular selection" as set forth in the grading rules. No label shall be used on ware which grades lower than "regular selection." Labels shall be applied

only at the factory.

The following wording shall be used on labels for "regular selection" ware: PORCELAIN (ALL-CLAY) REGULAR SELECTION

We certify that this porcelain (all-clay) plumbing

fixture conforms to regular selection in accordance

with grading rules incorporated in Commercial

Standard CS4-29 adopted by the industry in cooperation with the Bureau of Standards of the Department of Commerce.

CULLS

Manufacturers shall mark all culls with two

small dots cut through the glaze and filled with

red ink or enamel at the locations specified below:

Fixture Location

Urinals On the top behind the inlet. Lavatories Underneath on the right side of bowl. Sinks and trays On front just above the right leg. Receptors On front at the right side.

All crates containing "culls" shall be marked

with two splashes of red on one end of the crate

so as to be visible without tearing down stacks. DIMENSIONAL STANDARDS

The clearance between fixture and wall for all fixtures set away from wall shall be 2 inches for regular installation. Where not otherwise specified, a variation of 5 per cent will be permitted from all dimensions

indicated herein. Underlined dimensions are identical for all sizes and types of similar items.

Illustrations 177 to 200, inclusive, indicate types and sizes but do not represent standard

designs.

STANDARD TYPES AND SIZES The following types, items, sizes, and dimensions

are recommended as standard for the industry.

Other types, items, sizes, and dimensions are considered special.

STALL URINALS

When stall urinals are set in mortar, plaster,

cement, or concrete at least one-half inch should be allowed beneath for "rocking in" with dry

sand. This will properly allow for the natural

contraction and expansion of walls, partitions, concrete, etc. Stall urinals ground on the sides to butt together

for battery installation without partitions shall be

eliminated for the reason that the type of instal- lation is impracticable and unsanitary.

Eliminate 27-inch interlocking stall urinals. RESULTS

The foregoing recommendations contemplate a

reduction of variety considered as staple as indicated by the following table:

Total

variety

Variety

retained

as staple

Reduction in variety

Stall urinals 71 163

103

120

165

28

15

148

22

Per cent

61

91

86

93

87

Sinks Laundry trays and combination

sink and tray Lavatories . Baths and receptors

Total.. 622 87 Average 86

United States Department of Commerce, division

of simplified practice, Simplified Practice Recommendation No. 52, staple vitreous china plumbing

fixtures, October 1, 1926.

546
CLAY AND CLAY PRODUCTS 532.23

C I I V

3i

. '—s »

lei' MAX —

TYPE

STALL URINAL - . : 18 24 WINGED. /S24 Figure 177.—TPi?i</ecf and wingless stall urinals

TYPE W-indtcs STALL URINAL, WINGLESS - R,L,and CENTER. 10

24- W/MfD, - R, L, am1 CENTER. IB24 Figure 178.

Integral interlocking stall urinals,

winged and wingless

TYPE W- inches [.STAii URINAL JtJIHSLCSS, - R,L,n*d CENTER Zl27

1 WINCED. - R. L. and CENTER. Zl

Figure 179.

Stall urinals in battery with partition, winged and wingless

ID

l Fleer Linei

\ t VP

I I —

I ll

It

W-incJici KITCHEN SINK - ALL ROLL RIM. I 36 23 4* Z4 45 24

Figure 180.

Kitchen sinks, all roll rim, with or without two legs

547
532.23 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

type: L." inches W- inches KITCHEN SINK - WITH BACK. 2* 20

30 2Z 36 24

24 Figure 181.

Kitchen sinks with back, with or without two legs

<4

*-p>

IL —

n

fi-JLOCR lingTYPE Lr inches KITCHEN SINK, - INTEGRAL BACK AND DRAINBOARD. R r L.

21 S2 24- Figure 182.

Kitchen sinks, integral back and

drainboard, with or without two legs (ft, & L.)

60'

Vr

26" I

Floor twf -?

KITCHEN SINK - BACK AND DOUBLE DRAIN SHELF. Figure 183.

Kitchen sinks, back and double drain shelf, with or without two legs

i 2

2"

~| /,?'' *.

\ r

'*

! ^. ' L J

\ » / / V ' I

'-

\ s i r

\ » / /

—*l^k"k- *— 5"—

2" CLEARANCE _„ SLOP SINK - ALL ROLL RIM.

%

Figure 184.—Slop sinks, all roll rim

L- inches W-kcha ROLL RIM. S.Z S4 S-m

Figure 185.Slop sinks with back, roll rim

LAUNDRY TRAY - FLAT PIM. Figure 186.

Laundry trays, flat rim

548
CLAY AND CLAY PRODUCTS 532.23

TYPE. L- inches W-.nches O-inchu LAUNDRY TF.f\Y.-T>OUBUErFLAT RIM. <W Z2 4

... 4S ,._ z4. 4

Figure 187.

Double laundry trays, flat rim

TYPE L- inches W-inchts O-incAcj LAUNDRY TRAY- ALL ROLL RIM. 2 + 24 6 30 26 6 Figure 188.

Laundry trays, all roll rim

TYPtT | L-inckei

J LAUNDRY TRAY - WITH BACK. 1 26 I 6

\

| 30 26 Figure 189.

Laundry trays with back

Figure 190.Laundry trays with extended ledge

-Miit L_

10?

Si

1 l

)

FLOOR L!N£-? (J

L-f'flcAej O-intAes

j LAUNDRY TRAY - DOUBLE - W/77/ EXTENDED LEDGE. 42 27 46 27 Figure 191.

Double laundry trays with extended

ledge

549
532.23 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

In accordance with unanimous action of a general conference of representatives of manufacturers,

distributors, and users the Department of Commerce, through the Bureau of Standards, recom-

* 6>

< ?

" 1 iff

1

1

u

1

i

! —j i * i 2i"

FLOOR LINE —f

type:

SINK AND TRAY - COMBINATION - WITH BACH,- R aid L. 42 24 SO 24 Figure 192.

Combination sink and tray with back mends the establishment of the following standards

for staple vitreous china plumbing fixtures: GENERAL

1. The nomenclature, definitions, grading rules, types, sizes, dimensions, and general practices given

herein are recommended as standard.

SECTION AT OUTLET

NOTE'

EITHER STRAIGHT OH CURVED FRONT.

A TOLERANCE OF + OR - % INCH WILL BE

Allowed on e dimensions.

Floor line

TYPE. (D imemiv n tocta) L F o« c»

fitECT ANGULAR LAVATORY WITH L£0 20 18 10 7% "3% 24 20 12 77* "4h Figure 193.

Rectangular lavatories with leg

2. Types and sizes of water-closet bowls, tanks,

and lavatories not specifically mentioned shall be

considered as special.

3. Catalogues displaying vitreous china plumbing

fixtures should, as near as possible, conform to recommended standard items and where specials are exhibited they should be so indicated.

NOTE . A TOLERANCE OF + OR — % INCH WILL BE ALLOWED ON • DIMENSIONS

C3 {-FLOOR LINE TYPE (D,mzn„0»3 in mchc^ L W F O* c*

RECTANGULAR LAVATORY WITH LEO AND BACK.

so 18 IO 7'A 24 20 12 eli 5

Figure 194.

Rectangular lavatories with back and leg

—4/£kSECTION AT OVTLCT.

NOTE:

A TOLERANCE OF * OR - % INCH WILL BE ALLOWED ON * DIMENSIONS.

Figure 195.

Elliptical front lavatories with back and leg

550
CLAY AND CLAY PRODUCTS 532.22

GRADING RULES

4. Vitreous china plumbing fixtures shall be

graded in accordance with the grading rules as given herein. F —

NOTE:

A TOLERANCE. OF + OR -

3A INCH WILL BE

ALLOWED ON 9- DIMENSIONS.

TYPE fDi-miva ,nl-eha). L W F 0' c" RECTANGULAR PEDESTAL LAVATORY 24- 20 12 Ar'k 26 22 /2 eh S/z 30 24 12. e/t Figure 196.

Rectangular pedestal lavatories

5. Vitreous china plumbing fixtures are made of materials mined from the earth, containing metallic elements and foreign matter which can not be

7\

TYPE. Lr inches CORNER BATH WITH SUPPLY OVER OR THROUGH TUB AT CLOSED END. R. and. L.

6066 Figure 197.

Corner baths with supply over or through tub at closed end

entirely eliminated in practice. As they are made

and finished by hand, and subjected to a high degree

of heat, it is an accepted fact that they can not be

regularly produced free from unimportant variations and minor blemishes.

6. Careful inspection is employed in each department of manufacture and each of the imperfections

- L

TYPE

CORNER B/ITH W/TH -SUPPLY THROUGH TUB AT OPEN END. R. and L.

60

66 Figure 198.

Corner baths with supply through

tub at open end

listed herein as acceptable under the "regular selec- tion" grading is caused by some unavoidable condition in the manufacturing process. Perfection is not guaranteed nor commercially possible.

7. The blemishes permitted under the grading

rules do not affect the utility or value of the fixture.

L(±£)-

F

Li!

RECESS BATH WITH SUPPLY OVER OR

THROUGH TUB. R. etnet <-. Figure 199.

Recess baths with supply over or through tub (R. & L.)

8. The terms "regular selection" and "culls"

shall be used to replace the terms "grade A" and

"grade B" for grading vitreous china plumbing

fixtures, as it is recognized that the terms "grade A"

and "grade B" are confusing to the trade and to the consumer.

9. Ware which grades below "regular selection"

shall be classified as "culls."

100925°—30 36 551
532.23 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

NOMENCLATURE AND DEFINITIONS

Blister.—A raised uncolored portion of the surface, y32 (0.031) inch and less than % (0.125) inch in maximum dimension.

Large blister.—A raised uncolored portion of the surface \i (0.125) inch to H (0.25 inch), inclusive, in maximum dimension. Bubble.—An uncolored raised portion of the

surface, or a sand speck smaller than (0.031) inch in maximum dimension.

Craze.—Fine cracks in the glaze.

Culls.—Ware which grades below "regular selec- tion." Discoloration.—A colored spot over }i (0.25) inch in maximum dimension, or a sufficient number

of specks or spots to give the effect of a change

in color. Dull or eggshell finish.—Dead or flat finish. Undeveloped glaze. A semiglazed finish with

Figure 200.Universal type shower receptors

numerous very fine pinholes or slightly matted

in appearance. Not glossy. Dunt.—A hair-line fracture extending through

the body, and due to strains set up in the process

of manufacture.

Exposed body.—TJnglazed portion Y\& (0.063) inch

in maximum dimension or over. Finish.—Texture and condition of surface other than color. Fire check.—Fine shallow crack in the body not covered with glaze. (When sufficiently covered with glaze as to be easily cleaned, it is not detri- mental.)

Flushing surface.—The surface which may be wet during the operation of the fixture. Pinhole.—TJnglazed portion of body, or small

hole under Ho (0.063) inch in maximum dimension.

Polishing mark.—A spot not larger than % (0.375) inch in maximum dimension where some minor

blemish has been ground off and the surface

polished.

Pottery square.—A square 2 inches on each side. For grading purposes may be a 2-inch square hole cut in a small sheet of any flexible material, such

as rubber or paper, for convenience in sliding over

irregular surfaces to determine segregation.

Projection.—A raised uncolored portion of the

surface over % (0.25) inch in maximum dimension.

Regular selection.—First-class ware in conformity

with the limitations of the grading rules. Roughing in measurement.—Dimension from

finished wall or floor to center of waste or supply

opening.

Segregation.—More than four spots, blisters, or pinholes in any "pottery square."

Speck.—A colored portion less than ^2 (0.031) inch in maximum dimension. Specks less than

Koo (0.01) inch in maximum dimension, unless in

sufficient number to form a discoloration, are not counted.

Spot.—A colored portion of the surface %2

(0.031) inch and less than }i (0.125) inch in maximum dimension.

Large spot.—A colored portion \i (0.125) inch to Yt (0.25) inch,

inclusive, in maximum dimension. Spud.—Threaded brass connection inserted in the vitreous chinaware.

Streak.—A slight defect in the finish giving an

appearance similar to painters' brush marks.

Visible surface.—The surface readily visible after

installation of the fixture by an observer in normal

standing position. Vitreous china plumbing fixtures.—The term

"vitreous china" shall be applied only to such plumbing fixtures as will pass the following red-ink

test: A fractured piece of material taken from any part of a vitreous china plumbing fixture, after being immersed in red aniline ink of good color strength for one hour, shall not show any discoloration through the glaze and shall not show absorption when broken to a depth greater than one-eighth inch below the surface of fracture at any point. Water-closet bowl.—The term "water-closet bowl"

is the accepted general term applicable to such

fixtures.

Reverse trap.—The term "reverse trap" shall be applied only to water-closet bowls having back supply; integral flushing rim; a minimum water seal of 2J4 inches; a minimum water area of 8% by 7J2 inches; a siphon trap way at the rear of closet which shall pass a

lJ4-ineh diameter solid ball; and a minimum weight of 38 pounds.

Reverse trap, with jet.—Same as reverse trap, with jet added. Siphon jet.—The term "siphon jet" shall be applied only to watercloset bowls having top supply, integral flushing rim and jet; a mini- mum water area of 12 by 10 inches; a minimum depth of seal of 3 inches; a siphon trap way which shall pass a 2J4-inch diameter solid

ball; minimum horizontal over-all dimensions of 14 by 23 inches; and a minimum weight of 48 pounds. Wash down.—The term "wash down" shall be applied only to water-closet bowls having back supply; integral flushing rim; a minimum water area of 8 by 7 inches, a minimum water seal of 2H

inches; a siphon trap way at the front of closet which shall pass a lJ-Hneh diameter solid ball; and a minimum weight of 34 pounds. Wash down with jet.—Same as wash down, with jet added. Water area.—Elliptical area of the still water in the water-closet bowl, when filled to the top of the dam.

Wavy finish.—A defect in the finish having the appearance of numerous runs in the glaze; irregular or mottled.

10. Examine the well hole closely for excess glaze, spots, blisters, pinholes, etc. With eyes about 2

feet directly above rim, rock the bowl first to one

side and then the other to an angle of about 45°, then tilt backward at the same angle, noting only

the defects which can be observed in those positions.

Minor blemishes which are not observed in this operation are assumed to be on unseen surfaces. Examine the remainder of the bowl for dunts,

craze, or other serious defects. Note.—It is not intended that inspectors shall measure or count any blemishes except in case of doubt, since with practice dimensional limits and numbers can be readily gaged by eye.

552
CLAY AND CLAY PRODUCTS 532.23

11. Water-closet bowls are graded in accordance

•with the maximum blemishes listed. (See Table 1.) 12. Bowls having more than the maximum grading limit permissible for "regular selection" on any

one blemish shall be classified as "culls." Table 1.

Water-closet bowls

Location Blemish or defect

General.

Flushing surface.

Visible surfaceRegular selection

Excess glaze. Warpage

Exposed body

TJnglazed fire check.

Spots, blisters, or

pinholes. Bubbles or specks...

Exposed body.

Dull or eggshell area. Xot over 4 square inches. Wavy finish Not more than 4 square

inches. Not more than \k inch thick

in well. Not noticeably warped when

seat is attached. Large blisters I Not more than 2. Dunts None allowed.

Projections Do.

Do.

Do. No segregation; a total of not

over 10. Xot over 10 in 1 "pottery

square"; a total of not over

25. Not over H (0.25) inch on

foot; not over Ji (0.125) inch on more prominent

surfaces. Not over Vi inch long. No segregation; a total of not over 10. Not over 5 in 1 "pottery

square"; a total of not over

25.

TJnglazed fire check.

Spots, blisters, or

pinholes. Bubbles or specks

13. Low tanks are installed at a level where

blemishes are more readily visible than on watercloset bowls and, although less likely to become

soiled, are graded about as closely for appearance. Tanks and covers are graded separately on an equal

basis for segregation of blemishes. The covers shall be limited to about one-half the total blemishes per- mitted for tanks. Xo blemishes on the inside sur- face are counted. Minor blemishes on the outside

surface, hidden by the cover, are not counted. Examination should be made with the eyes of the observer about 2 feet from the surface observed.

14. Low tanks are graded in accordance with the maximum blemishes listed. (See Table 2.) 15. Low tanks having more than the maximum

grading limit permissible for "regular selection" on any one blemish shall be classified as "culls." Table 2.

Low tanks

Location Blemish or defect

1 Regular selection

General /Warpage Not noticeably warped. None allowed. Not over 2 square inches. Not more than 4 square

inches. Not over U (0.125) inch. Not over 14 inch long. No segregation; a total of not

over 10. Not over 5 in 1 " pottery

sauare "; a total of not over

25.

Visible surface.

\Dunts

Dull or eggshell area- Wavy finish Exposed body

Unglazed fire checkSpots, blisters, or pinholes. .Bubbles or specks...

Note.—Covers showing more than 50 per cent of the allowable number of blemishes listed for low tanks shall be classified as "culls." METHOD OF GRADING VITREOUS CHINA LAVATORIES, PEDESTALS, AND LEGS

16. Since lavatories are installed at a level where

blemishes are more readily noticeable than on watercloset bowls and tanks, they should be graded more

closely than any other vitreous china fixture. 17. Lavatories should be examined with the eyes

of observer about 2 feet from the surface observed.

18. The top of slab, front apron, inside of bowl,

and face of back of lavatories with back are most

important. Sides should not be subjected to the same rigid inspection.

19. Warpage tests are made at factory by use of horizontal plane, this being a level table upon which

lavatory is allowed to rest, face down, and tested with thickness gages placed between lavatory and

table. 20. Pedestals and legs are graded the same as

water-closet bowls.

21. Pedestals and legs are not to be warped out

of perpendicular line more than one-half inch. To

be free from rough projections. No exposed body

over one-half inch.

22. Vitreous china lavatories are graded in accord- ance with the maximum blemishes listed in Table 3; any vitreous china lavatory having more than the maximum grading limit permissible for " regular

selection " on any one blemish shall be classified as a

"cull." Table 3.

Vitreous china lavatories

Location

General

Service space, top

of slab, inside

of bowl, and

front of apron.

Face of integral back and sides.

Blemish or defect

(Dunts—

(Craze

(.Warpage

Dull or eggshell . Exposed body

TJnglazed fire check.

Spots, blisters, and

pinholes. Bubbles or specks...

.Polishing mark.

Dull or eggshell. Exposed body

Large blisters...

TJnglazed fire check.

Spots, blisters, and

pinholes.

Bubbles or specks...

Regular selection

None allowed. Do. On 24 by 20 inch lavatories and larger, warpage of

slab out of horizontal plane not to exceed ?s

inch. On smaller than

24-inch lavatories, warpage of slab out of hori- zontal plane not to exceed U inch. (The same deviation to apply

on lavatories with back, when attached to wall.)

One allowed; not over H inch. None allowed. Do. No segregation; a total

of not more than 8. Not more than 3 in 1 "pottery square"; a total of not more than 8. No segregation; not more

than 2 allowed. One allowed; not over

y> inch. None over Vi inch; not more than 2 allowed. Not more than 2 on either side or back; a total of not more than 6. None on back; not more

than 1 on either side. No segregation; not more

than 5 on either side or back; a total of not more

than 15. Not more than 4 in 1 "pottery square"; a

total of not more than

12.

GRADING RULES FOR OTHER VITREOUS-CHINA

PLUMBING FIXTURES

23. The grading rules for water-closet bowls

shall apply to slop sinks, clinic sinks, and bidets.

24. The grading rules for, and method of grading

lavatories, pedestals, and legs shall apply to drink- ing fountains, manicure tables, and toilet tables.

25. All vitreous-china plumbing fixtures not

specifically mentioned in the foregoing shall take

the grading rules for water-closet bowls.

553
532.23 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

MARKING AND LABELING

26. Water-closet bowls, tanks, tank covers,

lavatories, and all other vitreous-china plumbing

fixtures shall bear the trade-mark or name of the

actual manufacturer and the words "Made in U. S. A.," applied in such manner as to be permanent and visible after installation. It is recom- mended that no name, brand, or label other than

that of the actual manufacturer be used on the ware.

27. "Regular selection" labels shall be used

only on such ware as conforms to the requirements

for "regular selection," as set forth in the grading

rules. No label shall be used on ware which grades lower than "regular selection." Labels shall be

applied only at the factory.

28. The following wording shall be used on labels

for "regular selection" ware:

This is a high-class and valuable piece of vitreous china and should be handled as such. This piece has been classified as "regular

selection " after a thorough inspection by competent and experienced

32. Soap-dish depressions shall be used on all lavatories to and including the 24-inch size, but not on larger sizes. 33. Wherever soap-dish depressions are used on

slabs of lavatories, they shall be located on the left- hand side as one faces the lavatory and shall be approximately 3% inches long, by 2% inches wide, by

Y» inch deep at the deepest point, and shall drain

into bowl.

34. Where not otherwise specified, a variation of 5 per cent from the dimensions indicated herein will be permitted.

35. Underlined dimensions in Figures 202 to 209,

inclusive, are identical for all sizes and types of similar items.

36. The total thickness of lavatories at faucet or valve holes shall be not less than one-half inch nor more than 1% inches.

37. The total thickness of lavatories at waste

outlets shall be not less than 1% inches nor more

than V/i inches,

Figure 201.

Location and character of marking for culls

men. The term "regular selection" does not mean that this article

is without blemish. It is impossible to make vitreous china plumbing fixtures without flaws of some kind and these have not been

overlooked in the grading of this article. This piece has been graded in accordance with uniform grading

rules adopted by the Sanitary Potteries in conjunction with the United States Bureau of Standards of the Department of Commerce.

29. Culls shall be marked by the maker with two parallel lines cut through the glaze into the body of the ware at the location (see fig. 201)

recommended by the Manufacturers' Advisory

Committee on Vitreous China Plumbing Fixtures. These cuts shall be filled with a bright red varnish

or enamel which is resistant to the action of hot

water.

30. All crates containing "culls" shall be marked

with two splashes of red on one end of the crate so

as to be visible without tearing down stacks. DIMENSIONAL STANDARDS

31. The standard size for spuds on all watercloset bowls shall be as follows: 2 inches for all closet bowls operated under low-down tanks; IY2 inches for all other installations.

38. Supply pipes to floor for standard washdown combinations are furnished 19 inches long.

STANDARD TYPES AND SIZES

39. The following items are recommended as standard for the industry and constitute a reduction

to 58 from the previous 441 items. WATER-CIOSET BOWLS AND TANKS

Staple floor outlet siphon jet closet with silencing chamber: Top supply, regular bowl. Extended top supply, regular bowl. Top supply, extended lip. Extended top supply, extended lip. Staple floor outlet siphon jet closet: Top supply, regular bowl (regular height).

Extended top supply, regular bowl (regular

height)

.

Top supply, extended lip (regular height).

Extended top supply, extended lip (regular

height)

.

Top supply, extended lip (juvenile height).

554
CLAY AND CLAY PRODUCTS 532.23

Figure_202.—Reverse trap water-closet bowls

555
532.23 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Figure 203.

Siphon jet water-closet bowls

556
CLAY AND CLAY PRODUCTS 532.23
532.23 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Wall hanging siphon jet closet: Top supply, extended lip. Back supply, extended lip. Side supply, extended lip. Staple floor outlet siphon jet with raised rear vent: Top supply, extended lip (regular height).

Top supply, extended lip (juvenile height).

Wall hanging siphon jet closet with raised rear vent: Top supply, extended lip. Back supply, extended lip. Side supply, extended lip. Staple floor outlet reverse trap closet: Back supply, regular bowl (regular height).

Wall hanging blow-out closet with raised rear vent: Back supply, extended lip. Side supply, extended lip. Low-down tank with upper left-hand lever: Small (approximately 6-gallon capacity).

Large (approximately 8-gallon capacity).

High-up tanks, with center outlet and over top supply.

Where used, lever shall be on left side. Small (approximately 3-gallon capacity).

Large (approximately 6-gallon capacity).

Note.—The above action eliminates all side supply water-closet bowls of the floor type and all wash-down water-closet bowls with

extended lip.

Top v/£W or rw<

Figure 205.

Low tanks

Back supply, extended lip (regular height).

Staple floor outlet reverse trap closet with jet: Back supply, regular bowl (regular height).

Back supply, extended lip (regular height).

Staple floor outlet siphon wash down:

Back supply, regular bowl, 12-inch roughing (reg- ular height).

Back supply, regular bowl, 14-inch roughing (reg- ular height).

Back supply, regular, integral seat, 12-inch roughing (regular height).

Back supply, regular, integral seat, 14-inch roughing (regular height).

Staple floor outlet siphon wash down with jet: Back supply, regular bowl (regular height).

Wall hanging blow-out closet: Back supply, extended lip. Side supply, extended lip. Back supply, extended lip, integral seat. Side supply, extended Up, integral seat.

LAVATORIES

40. It is recommended that all lavatories be

made with an overflow; that standardized supply

and waste punchings be limited (a) for two lavatory

faucets and pop-up waste or chain-stay or combination fittings; (b) for combination fitting for integral nozzle and pop-up waste.

Straight front lavatory: 18 by 20 inches, with back.

18 by 20 inches, without back. 20 by 24 inches, with back. 20 by 24 inches, without back. 22 by 27 inches, without back. 24 by 30 inches, without back. Round front lavatory: 18 by 20 inches, with back.

18 by 20 inches, without back. Round front corner lavatory: 17 by 17 inches, with back.

558
CLAY AND CLAY PRODUCTS 534.10

533. EARTHENWARE AND STONEWARE

533.1 BOWLS.

(No nationally recognized specifications available.) 533.2 CROCKERY.

(No nationally recognized specifications available.)

BRICK

A structural unit in the form of a rectangular

prism (usually solid and 8 by 3% by 2% inches in

size). Note.—In the present state of the art the term "brick" when

used without a qualifying adjective is generally understood to mean

a structural unit of clay or shale formed while plastic and subse- quently fired. When substances other than clay or shale are employed, such as lime and sand, cement and sand, fire clay, adobe, etc., the term

"brick" should be suitably qualified.

W/U. ALLOWED Of/

L tv O* c*

20 /8 /O

24 ZO /2 ek

Figure 206.Straight front lavatories, with back

533.3 POTS.

(No nationally recognized specifications available.) 534. BRICKS AND TILES

534.1 BRICKS.

534.10 General Items.

American Ceramic Society, tentative definitions, 1928.

APPARENT SPECIFIC GRAVITY Apparent specific gravity is the specific gravity

of the water-impermeable portion of the spec- imen; that is, solid material plus sealed pores or

cavities. Apparent specific gravity is then the weight per unit of volume of water-impermeable

portion of the specimen. BULK SPECIFIC GRAVITY Bulk specific gravity is the specific gravity of the composite bulk; that is, solid material plus

559
534.10 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

sealed pores or cavities, and water-permeable

pores. Bulk specific gravity is therefore the weight per unit of exterior volume.

TRUE SPECIFIC GRAVITY True specific gravity is the weight per volume

of the solid material in which all sealed pores or

cavities and all water-permeable pores have been

obliterated by fine grinding.

at high temperatures, serial designation CI6-20,

1920.

1. The object of this test is to determine the

resistance of the specimen to deformation at a

specified temperature for a specified time, when

subjected to a compressive load of 25 lbs./in.2 (1.765 kg/cm2 ). 2. The apparatus consists essentially of a furnace and loading device. It shall be constructed in accordance with Figures 210 and 211,

z F o* c*

/SX20 20 /8 /O 7i 3i

20X24 24 20 /2 7i 4k

22X27 27 22 /2 8k si

24X30 30 24 /2 <?£ 6j=i Figure 207.

Straight front lavatories, without back

American Ceramic Society, standard method of testing for pyrometric cone equivalent, 1928. (This specification is similar to American Society

for Testing Materials, C24, see p. 573, with the

following variations:)

1. Test cones to measure 7 mm along the edge

of the base and 30 mm high.

2. The base of the test pieces and pyrometric

cones shall be embedded not more than 2 mm in the plaque and their troweled faces shall make an

angle 82° of with the plaque.

3. Two or more tests at the proper temperature

shall be made.

American Society for Testing Materials, standard

method of test for refractory materials under load

(o) The furnace shall be cylindrical in form, 18

inches (457 mm) in internal diameter, as shown

in Figure 210.

(b) The heating shaU be done with gaseous or

oil fuel and compressed air, using not less than two

burners located tangentially and so arranged that no flame can impinge upon the test specimen. The

burners shall be such as will insure a uniform temperature in all parts of the furnace and be under

complete control.

(c) The method of loading shown in Figure 210

shall be used, and the details shall be such as will insure accuracy in the applied load and freedom

from eccentric loading, both in the original appli- cation and during the testing. It is advantageous

560
CLAY AND CLAY PRODUCTS 534.10

to make the crossbeams as light as possible, so that

the greater portion of the load may be concentrated

in the weights.

(d) The temperature may be measured either with a calibrated platinum-rhodium thermocouple,

encased in a double protecting tube with the juncice. A recording form of indicator is recommended

where possible.

3. The test specimen shall consist, whenever

possible, of a standard 9-inch brick placed vertically on end. In the case of blocks or shapes, sections approximately 9 by 4)4 by inches (228 by 114

I. r o*- c*

/& /O \ 7i 4i

s9 TOl£r#/)rtC£ orjft o/z -

Figure 208.Round front lavatories, with back

tion not more than 1 inch (25 mm) from the side or edge of the specimen and approximately opposite

the center; or with some form of optical pyrometer

that has been calibrated against a thermocouple in the furnace. If the thermocouple is used, the cold- end temperature should be kept constant in melted

by 64 mm) shall be cut, utilizing as far as possible existing plane surfaces. The ends of the specimen shall be either grouncLso that they are parallel and perpendicular to :the vertical axis, or, if this is impossible,

shall be bedded in a neutral cement, so that the specimen is perpendicular to the base of the furnace.

561
STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

L. r o* C " /3 /o 7i si

W/IL &JET/)lLOW£0 O/V * DJMENSIOHS

Figure 209.

Round front lavatories, without back

562
CLAY AND CLAY PRODUCTS 534.10
534.10 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Table 1.

Temperature to be attained at time specified

[All temperatures in degrees centigrade]

Time Silica

Fire clay

Heavy

duty

Moderate duty

Light duty

H. m. 15 40 160 160 160 30 80 280 280 280 45 140 400 400 400

1 200 500 500 500

15 260 620 595 570 30 290 720 685 640

45 300 815 770 700

2 310 900 850 755

15 320 980 920 810

30 385 1,045 990 860 45 490 1, 100 1, 050 905

3 590 1, 150 1,100 950

15 695 1, 195 1, 145 985

30 800 1,235 1, 185 1, 020 45 900 1, 270 1, 220 1, 050

4 1, 000 1, 300 1, 250 1, 075

15 1 100 1, 330 1,275 1,090 30 l] 200 1, 350 1, 300 1, 100 45 1, 250 1, 350 1, 300 1, 100

5 1, 300 1, 350 1,300 1, 100

15 1 350 1, 350 1, 300 1, 100 30 1, 380 1, 350 1, 300 1, 100 45 1,410 1, 350 1, 300 1, 100

1, 440 1, 350 1, 300 1, 100 15 1, 470 (end) (end) (end)

30 1,500 45 1,500

7 1, 500

15 1, 500 30 1, 500 45 1, 500

8 1,500 (end)

The test specimen shall be measured before

testing, making not less than five observations in each direction to within ±0.02 inch (0.5 mm).

The average dimensions shall be reported and the

cross section calculated.

4. The test specimen shall occupy approximately

the center of the furnace and should rest on a

block of some highly refractory material, having

a minimum expansion or contraction. A silicon- carbide brick has been found satisfactory. At the top of the test specimen a block of similar highly

refractory material should be placed, extending

through the furnace top to receive the load. Note.—Gross errors which may more than double the contraction

will result if the specimen is not set perpendicular to the base of the support or if the load is eccentrically applied.

5. The rate of heating shall be in accordance

with the requirements of Table 1 and the time- temperature curves of Figure 212, which give the

rate and time of heating suggested for different grades of material.

6. (a) The load is calculated from the average

cross section as determined on the untested speci- men and the requirement of the test. It is recom- mended that for general purposes, 25 lbs. /in. 2 (1.765 kg/cm2

) be used.

(b) The additional masses required to give the

desired loading should be equally distributed on

each side of the beam.

7. (a) At the expiration of the time of heating, the supply of heat shall be stopped and the furnace allowed to cool, during not less than five hours

before removing the load and examining the test specimen. Note.—The specimen shall be examined, immediately after the

heating is stopped, for evidences of cracking and spalling, as such

defects may develop later due to the rapid cooling of the furnace.

(6) After the test specimen has cooled to the room temperature it shall be remeasured as before

described, and the change in length recorded and

reported as percentage of the original length.

Note.—It is recommended that a photograph be made of the specimen before and after testing, as yielding valuable information

at a minimum of time and expense. American Society for Testing Materials, standard

methods of ultimate chemical analysis of refractory

materials, including chrome ores and chrome brick,

serial designation CI8-21, 1921.

It will be understood that the making of a complete silicate analysis is a difficult procedure

requiring a wide knowledge of the chemistry involved

in the operations and a thorough training in carrying out the work. A skilled analyst of good training

is therefore required to do the work. The descriptions here given cover the vital points of procedure,

but frequent reference in regard to the details of the various manipulations must be made to Bulletin No. 422, United States Geological Survey on Analysis of Silicate and Carbonate Rocks, by W. F. Hille- brand; also to Treatise on the Ceramic Industries, volume' 1 (1913), by J. W. Mellor; and to similar publications.

GENERAL REFRACTORIES

GENERAL CONSIDERATIONS

1. The sample shall be crushed in a hardened

tool-steel mortar, using a pestle of the same sort. Fine grinding shall be done in an agate mortar,

either by hand or by a mechanical sample grinder

of the McKenna, Carling, or similar type, so constructed as to prevent the introduction of impurity.

2. Moisture shall be determined in the sample

in its ordinary air-dried condition, and all other percentage compositions shall be calculated to a

moisture-free basis. Whenever a sample is weighed

out for any determination, a moisture determination shall also be made. If preferred, the sample

may be dried in a weighing bottle, from which the

required samples shall be weighed out.

3. In all cases, check determinations shall be

made, and the results shall be redetermined if satisfactory checks are not obtained. It shall be

considered satisfactory if the differences between

check determinations do not exceed the following

limits

:

Per cent For silica or other constituent amounting to 30 per cent or over. 0. 3 For alumina or other constituent amounting to 10 to 30 per cent . 2 For any other constituent amounting to under 10 per cent . 1 These figures are stated in terms of the whole

sample as 100 per cent. SOLUTIONS REQUIRED

4. The acids referred to as concentrated shall be

of approximately the following specific gravities:

Hydrochloric acid (HC1) 1.19 Sulfuric acid (H2SO4) - 1.84 Nitric acid (HNO3) 1.42

5. Dissolve 1.5 g of ammonium carbonate in 50

cc of cold water.

6. Dissolve 107 g of NH4 C1 in 1,000 cc of warm

water.

7. Neutralize 20 cc of concentrated HNO3 with

NH4OH and dilute to 1,000 cc. Test with litmus; the solution shall not be acid.

564
CLAY AND CLAY PRODUCTS 534.10

8. Dissolve 1 g of ammonium oxalate in 50 cc

of water, heating gently.

9. The strength of the final standard titania solution shall be 1 cc =0.0001 g Ti02 . To prepare

the solution, weigh out in a platinum crucible an amount of potassium titanium fluoride (K2 TiF6) sufficient to make from to 1 liter of "stock solu- tion" in which 1 cc = 0.0001 g Ti02 . Evaporate

several times with H2 S04 without taking to dryness, thus driving out all fluorine. Take up the residue with water containing enough H2 S04 to make at

least 5 per cent of the solution, when finally diluted

to the standard solution strength. To standardize

the stock solution take out two 50-cc portions,

METHODS

MOISTURE

11. To determine moisture, heat approximately

1 g of the sample at a temperature not under 105° nor over 110° C., to constant weight.

LOSS ON IGNITION

12. To determine loss on ignition, heat about 1 g

of the sample over a blast lamp or in an electric furnace at 900° to 1,000° C, to constant weight.

Ignition loss may be determined in the sample from

which the moisture has been removed. The per-

- *

*? • V V k-^'-sJ

A B Figure 211.

Special shapes required for furnace

dilute, boil, and precipitate with ammonia. Filter, wash with hot water until free from alkali, ignite, blast, and weigh. The duplicate should check very

closely. From the weight of titania thus determined

calculate the strength of the stock solution. The

standard solution to be used is obtained from the stock solution by diluting until 1 cc = 0.0001 gTi02 . 10. Dissolve about 0.4 g (a little less) of KMn04 in 1 liter of water and check against an iron solution

of known purity and strength. Dilute the solution

until 1 cc =0.001 g Fe2 3 . The ordinary chemical iron wire is not suffi- ciently pure for this use. If preferred, the solution may be standardized against sodium oxalate, a pure form of which is prepared expecially for such work

by the National Bureau of Standards, Washington, D. C.

centage of ignition loss is calculated to a moisturefree basis. seuca

13. To determine silica, weigh out approximately

0.5 g of the sample and mix with 5 g of Na2 C03. Put a little Na2 CC>3 in the bottom of the crucible before introducing the mixture, and then cover the mixture with a little more Na2 CC>3. Fuse over a Meker burner or blast lamp until complete solution

is obtained. Cool the fusion, and as it solidifies rotate the crucible to spread the mass up the side

walls. Dissolve the fusion in about 100 cc of water

in a platinum or porcelain evaporating dish. Add

about 20 cc of concentrated HC1, introducing it slowly by means of a pipette, keeping the dish covered with a watch glass. Evaporate to dryness

565
534.10 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

and heat until the fumes of HQ are gone. Add

about 5 cc of concentrated HC1 and 30 to 40 cc of water. Warm on a water bath for 10 to 15 minutes

and break up the lumps. Decant the clear liquid onto a filter paper and collect the filtrate in a 400-cc

beaker. Add more HC1 and water to the evaporating dish, warm again, and decant. Repeat this a

third time.

Finally, transfer the contents of the dish to the

filter paper. Wash with cold water until silver nitrate shows no chlorides to be left. Transfer the

filtrate to the original evaporating dish, evaporate

again to dryness, take up with a little HC1 and

water, transfer to a new filter paper, and wash as

before. Transfer both silica precipitates to a platiA1UMINA

14. Regarding the determination of alumina,

reference should be made to Scientific Paper No.

286 of the National Bureau of Standards, by Doctor Blum on Determination of Alumina as Oxide. To determine alumina, to the filtrate from the

silica determination, add about 10 cc of NH4 C1

solution and heat to boiling. Then add NH4 OH

very slowly and with constant stirring until there

is a slight excess. The NH4 OH must be free from

C02 . Filter hot and rapidly, and wash four times by decantation with hot solution of ammonium nitrate. Carefully wash the precipitate from

the filter paper into a beaker, using hot water.

1600

14-00

1200

^1000

c

0)

tr>

"°. 800

Q-600

400

200

—

.•p

">

) — kr

-AV' / >

/

>y

f~—

1/ V

K

f j

r

—i

-h Silica

Legend*.

i— ( HeavyDuty

J

1 It O Wfc*^ "\ /'/C/l**CV W It} L/Uiy K Light Duty

7

' 1 3 4 5 6 7

Time j hours. Figure 212.

Time-temperature curve for load test num crucible. Ignite carefully over a Bunsen

flame until the filter paper is burned off, then blast

for about 30 minutes, cool, and weigh. Repeat

blasting for five minutes, weigh again, and repeat

until constant weight is obtained. To the residue in the crucible add about 5 cc

of water and five drops of H2 S04 . Add HF drop

by drop at first, and then slowly until the crucible

is almost one-half filled. Warm on a hot plate

until almost dry, add 2 or 3 cc more of HF and

evaporate to dryness. Heat the crucible to bright redness and then blast for five minutes. Cool and

weigh and repeat blasting to constant weight.

The loss in weight from the original silica residue represents the actual silica content (SiCy, except

for that part of silica which is later recovered from

alumina, etc. The residue from the HC1 evaporation

is left in the crucible and the total precipitate of alumina, etc., is added to this same crucible in which it is ignited and weighed.

Dissolve the precipitate in hot dilute HC1. Repeat

the precipitation with NH4 C1 and NH4OH. Decant

four times as before, using hot ammonium nitrate. Transfer to the filter paper and wash with hot

ammonium nitrate until the washings are free from chlorides when tested by silver nitrate. Evaporate the filtrate nearly to dryness, add a

little NH4OH and continue the evaporation.

Keep the solution alkaline to coagulate any iron and aluminum hydroxides. Transfer the precipitate to a filter paper and wash thoroughly. Transfer the moist filter paper to the platinum crucible containing the residue from the silica. Burn off the filter paper and blast the precipitate. Repeat

blasting and weighing to a constant weight.

IRON OXIDE

15. To determine iron oxide, fuse the ignited

alumina precipitate with about six times its weight

566
CLAY AND CLAY PRODUCTS 534.10

of potassium pyrosulphate or potassium bisulphate.

Avoid sputtering. Heat carefully to redness and

continue heating until the residue is all dissolved. Cool, dissolve in warm water, and add about 10 cc

of dilute H2SO4 (1:5). Evaporate to a small volume; then heat to a higher temperature until copious fumes of H2SO4 are evolved. Sufficient H0SO4 should be present to form a pasty mass when cooled. Take up with water, filter off, wash, ignite, and weigh the silica as before and

evaporate with HF as before. The loss in weight

is extra silica to be added to the original silica determination and subtracted from the alumina. Fuse the residue with a little potassium pyrosulphate or potassium bisulphate and add the

solution of this cake to the main solution. Transfer the total filtrate to a 250 cc graduated flask and

dilute to 250 cc, mixing thoroughly. Draw off 50

cc of this solution and reserve for titania determination. Pass the remaining 200 cc through a Jones

reductor or otherwise reduce the solution with pure zinc and H2 S04 . To the solution add 3 cc of 10 per cent CUSO4 solution and titrate with

standard KMn04 solution (1 cc equivalent to 0.001 g Fe2 03), until a faint pink tinge is seen. If Jones

reductor or similar apparatus is used, subtract

the KMnOj equivalent, which has previously been

determined on blank samples run through the apparatus. From the result calculate the iron as Fe2 3

. TITAHTA

16. To determine titania, place in a small Nessler tube the 50 cc of filtrate previously set aside for titania determination, and fill the tube up to the graduation mark. Add 1 cc of H2 2 (free from

fluorine) and shake well. The color of this solution

is now compared in any standard color comparator

with the color of a known standard solution, preferably of such strength that 1 cc equals 0.0001 g

of titanium dioxide (Ti02). To make the comparison, put 10 cc of this standard solution into a second

small Nessler tube and dilute with water from a

burette until the color is matched. Note the amount

of water added and calculate the percentage of Ti02 in the sample.

LIME

17. To determine lime, evaporate the filtrate from the alumina precipitation to about 250 cc. While still boiling add about 5 cc of acetic acid. Meanwhile dissolve about 1 g of oxalic acid in a

little hot water and add to the solution. In about

five minutes add a slight excess of NH4 OH and boil until precipitation is complete. Cool thoroughly

and filter. Wash three times by decantation with

dilute NH4OH (1:10) or a 1 per cent solution of ammonium oxalate. Dissolve the precipitate by

adding about 50 cc of dilute HN03 (1:5). Again

add a slight excess of NH4 OH and a few drops of oxalic-acid solution. Boil well and let stand a

couple of hours to cool. Filter and wash as before. Transfer the precipitate to a platinum crucible,

carefully burn off the paper and ignite over a blast lamp for about 10 minutes. Cool and weigh

quickly. Repeat the blasting to constant weight.

The increase in weight of crucible is calcium oxide. MAGJJESIA

18. To determine magnesia, add to the filtrate from lime precipitation about 2 g of sodium-ammonium-phosphate dissolved in 15 cc of water. Stir vigorously, and while stirring add drop by drop

about one-third of the volume of the solution of NH4OH. Let stand 12 to 24 hours. Filter and

wash the precipitate with dilute NH4 OH (1:10). Discard the filtrate, Wash the precipitate until the

washings show no discoloration when tested with

silver nitrate. Redissolve the precipitate in warm

dilute HNO3 (1:5), using about 50 cc, and collect in a beaker. Precipitate and wash as before. Collect the precipitate on a Gooch asbestos crucible. Dry

slowly and then heat over a Meker burner for about

10 minutes; cool and weigh. Reignite to constant

weight.

The MgiPiOr is never pure, being contaminated by small amounts

of calcium, barium, aluminum, iron, manganese, etc., but in the

anal5Tsis of refractories this error is negligible, and correction for these impurities is not required unless previously agreed upon. ALKALIES

19. To determine alkalies, the J. Lawrence

Smith method shall be used. Weigh out about

0.5 g of the sample and mix well with 0.5 g of NH4CI

and 3 g of CaC03 . Transfer to a platinum crucible,

placing about 0.5 g of CaCO-3 in the bottom of the

crucible and a similar amount over the top of the

mixture. Heat gently over a low flame for about 15 minutes to volatilize NH4CI. Then raise the temperature until the lower three-quarters of the cruci- ble is dull red. Hold this temperature for about

one hour. Cool, take up with about 50 cc of water and heat over a water bath, adding water to replace that lost by evaporation. Break up any lumps

with a small pestle. Decant the clear liquid through

a filter paper and wash four times by decantation. Then transfer the residue to the filter. Wash

until silver nitrate shows only a very faint turbidity.

To the filtrate add NH4OH and ammonium car- bonate and heat to boiling. Filter and again digest the precipitate with NH4OH and ammonium

carbonate. Filter and allow the filtrate to collect with the previous filtrate, then evaporate to dryness

in a platinum or porcelain dish. Remove ammonium

salts by gentle ignition in a moving flame. Treat

with water and remove the last trace of lime by

adding ammonium oxalate to the boiling solution and let stand over night. Filter, evaporate to dryness, ignite gently, and allow to cool. Then

moisten the residue with HC1, evaporate again to dryness, ignite gently, and weigh. Dissolve in water. Ignite and weigh any insoluble residue,

deducting this from the alkali chlorides. Dilute the solution of the mixed chlorides and

add hydrochloroplatinic acid in amount equal to

0.3 cc more than would be necessary if all chlorides were present as NaCl. Evaporate to a sirupy

consistency. Cool and treat with a few cubic centimeters of 80 per cent ethyl alcohol. Stir and

decant through a weighed Gooch crucible. Treat

again with 80 per cent alcohol and decant. Repeat

washing and decantation until the alcohol leaving the Gooch crucible is colorless and the precipitate appears golden yellow, not orange. Transfer the

precipitate to the Gooch crucible, wash with 80 per

cent alcohol about six times, and dry at 130° C. to constant weight. This residue is potassium chloroplatinate.

The oxides are calculated as foUows:

Weight of potassium chloroplatinate X0.3068=KCI.

Weight of potassium chloroplatinate X0.1941 = KjO.

Total chlorides-KCl=NaCl. NaClX0.5303=Na2 O. CHROME ORES AND CHROME BRICK

20. The sample shall be secured after the manner

of any of the approved methods of sampling. If from ores or chrome-bearing refractories, it shall not be less than 10 pounds, in small nut size particles

when sent to the laboratory. If from chrome brick the sample shall consist of a small portion from

the interior of from 15 to 25 bricks. This 10- pound sample shall be crushed to pass a No, 20

100925°—30 37 567
534.10 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

sieve 4 and quartered until a sample of 100 g is secured, which shall be ground to pass a No. 100

sieve. From this portion a smaller working sample

shall be quartered and ground in an agate mortar

to a very nearly gritless powder. In the case of hard-burned brick or hard lump chrome ore the very fine grinding assists materially in solution of the sample.

21. Dry the fine, ground powder at 110° C. for not less than one hour. Cool in desiccator. Fuse

0.5 g of the thoroughly dried sample in approximately 10 g of fused potassium bisulphate in a platinum crucible. The usual cautions of a bisul- phate fusion should be observed; that is, the flame turned very low so that the bisulphate just melts,

increasing the flame so that the bisulphate remains

in a liquid condition, very gradually increasing

until the crucible reaches a dull-red heat. The

object of the slow heating is to retain the sul- phuric acid, which is the effective part of the flux. The most refractory ores should be thoroughly

fused in one and one-half to two hours. Remove

the crucible from the burner and allow to cool in the air. The bisulphate melt will shrink from the

crucible and may be removed easily in one cake. Dissolve the fusion in 200 cc hot HC1 (1:1), boiling

until the solution acquires a clear, bright green

color. Transfer the solution to a porcelain evaporating dish and evaporate to dryness on a water

bath. Bake at exactly 120° C. until free from

hydrochloric acid fumes. Moisten with hot HC1

(1:1), evaporate on water bath and bake a second

time at 120° C. Dissolve in 200 cc hot dilute HC1 (1:1) and filter out the silica. Ignite and

weigh the silica in a platinum crucible. Add two

drops concentrated H2 S04 and sufficient HF to remove all silica. Evaporate, ignite, and weigh.

The difference gives the amount of silica present

in the sample. Should there be any appreciable

residue left in the crucible, it should be fused with

a small smount of fused KHSO4 and added to the

filtrate from the silica. Dilute the filtrate from the silica to about 500

cc and precipitate iron, aluminum, chromium, and

titanium, if present, with NH4 OH, using care to have not more than two drops of NH4 OH in excess

in order to avoid solution of chromium and alumi- num hydroxide in the alkaline solution. On account

of the relatively large amount of magnesium that

is usually present in chrome ores and chrome

brick it is advisable to dissolve the precipitate

in hot dilute HC1 and precipitate a second time.

Filter out the combined hydroxides and dis- solve them on the filter paper with HNO3,

catching the solution in a porcelain casserole. Add a few crystals of KCIO3 and evaporate the

nitric solution, adding a crystal of KCIO3 from

time to time until the chromium is completely

oxidized, which is indicated by a change from a duU green to a brilliant orange color. Dilute this solution with hot water and again precipitate

with NH4OH, filtering as before. The filtrate contains a large percentage of the chromium,

while the residue on the filter consists of iron and

aluminum hydroxides and titanium, if present. Repeat the oxidation two or three times until the

filtrate from the iron and aluminum hydroxide

precipitation shows no further traces of chromium

Concentrate and combine the filtrates containing

chromium to approximately 500 cc. Add H2SO3

until the liquid changes from a bright orange to a

brilliant green color and heat to boiling. Add

NH4OH to precipitate chromium as hydroxide,

having not more than two drops in excess, as stated above. Filter, wash well with hot water, ignite,

< For sieve requirements, see A. S. T. M. Ell,500.2, p. 1.

and weigh as Cr2 3 . The iron and aluminum and

titanium hydroxides are ignited and weighed in a platinum crucible. Fuse the combined oxides with a small amount of KHSO4, following the same precautions as mentioned above. Dissolve the fusion in dilute H2SO4, reduce with H2 S and

titrate the iron with standard permanganate solution. Determine the titanium present by the

colorimetric method, as described in section 16. Subtract the combined amounts of Fe2 C"3 and

Ti02 from the total weight of the three oxides and thus determine A12 3

. If titanium is absent, reduce the iron with metallic zinc, and titrate with K2 Mn04 , which is a little quicker method

than the H2 S reduction. To the combined filtrates from the precipitations

of iron, aluminum, chromium, and titanium hydroxides add bromine, allow to stand for a few minutes

and then add sufficient NH4 OH to precipitate the manganese hydroxide. Boil to concentrate the manganese hydroxide if any be present. Filter, ignite, and weigh as Mn3 C-4. In the filtrate from

the manganese add NH4 OH and (NH4 ) 2 C2 4 . Heat

to boiling, and when the calcium oxide has settled

filter with the usual precautions. The calcium

oxide may be determined by ignition or by the vol- umetric method. (Refer to the determination of calcium oxide as described in sec. 17.) Evaporate the filtrate from the calcium oxalate

to dryness with HNO3 to remove the excess of ammonium salts. Dissolve the residue in hot water, filter, allow to cool, and determine MgO as described in section 18. Determine alkalies by the J. Lawrence Smith

method, as described in section 19. EAPIB ROUTINE METHOD FOE THE ANALYSIS OF CHROME

BRICK AND CHROME ORE

22. The sample shall be secured after the manner

of any of the approved methods of sampling. If from ores or chrome-bearing refractories, it shall not be less than 10 pounds in small nut-sized particles when sent to the laboratory. If from chrome

brick, the sample shall consist of a smaU portion

from the interior of from 15 or 25 bricks. This 10- pound sample shall be crushed to pass a No. 20

sieve, and quartered, until a 4-ounce sample is secured, which shall be ground to pass a No. 100

sieve, (above). From this portion a smaller working

sample shall be quartered and ground in an agate mortar to a very nearly gritless powder. In the

case of hard-burned brick or hard-lump chrome ore the very fine grinding assists materially in solu- tion of the sample. Dry the fine, ground powder

at 110° C. for not less than one hour. Cool in desiccator. CHROMIUM

23. Fuse 0.5 g of the sample in 8 to 10 g of sodium

peroxide in a nickel or porcelain crucible over a Bunsen burner, being careful not to heat too strongly,

When fused leach out with cold water and boil 15 minutes to decompose any sodium peroxide. Cool

and add 100 cc of H2 S04 (1:1). Cool to tap-water

temperature and titrate with ferrous ammonium

sulphate and potassium permanganate. Time 30

to 45 minutes.

SILICA AND IRON

24. Fuse 0.5 g of the sample in a nickel crucible over a Bunsen burner. Leach out with cold water, make acid with HC1, and evaporate to dryness.

Take up with 200 cc water and add 10 cc HC1.

Filter off silica and wash well with hot water and

hot dilute HC1. For high silica a second evaporation is necessary. The filtrate or combined filtrate

is made alkaline with sodium hydroxide and about

5 cc of bromine added. The mass is allowed to digest for one-half hour on a steam bath. This

568
CLAY AND CLAY PRODUCTS 534.10

oxidizes the iron and chromium, precipitates the

iron, and dissolves the chromium and aluminum.

After precipitating the iron twice it is filtered off on an asbestos plug and washed well with hot water. This precipitate of iron may be dissolved off the plug with hot HC1 (1:1) and determined by the stannous chloride reduction and permanganate

method.

A blank should be run in conjunction with this method and deductions made when necessary to determine the purity of the chemicals used. American Society for Testing Materials, tentative

specifications for fire tests of building construction and materials, serial designation: C1&-26T, 1926. Approved as ''Tentative American Standard"

by the American Engineering Standards Committee, now the American Standards Association. The performance of walls, columns, floors, and other building members under fire-exposureconditions is anitem of major importance

in securing constructions which are safe and which are not a menace

to neighboring structures nor to the public. Recognition of this is registered in the codes of many authorities, municipal and other.

It is important to secure balance of the many units and also to pro- mote uniformity in requirements of various authorities throughout

the country. To do this it is necessary that the fire-resistive properties of materials and assemblies be measured and specified according to a common standard expressed in terms which are applicable

alike to a wide variety of materials, situations, and conditions of exposure. Such a standard is found in the specifications which follow. They

prescribe a standard exposing fire of controlled exteut and severity. Performance is defined as the period of resistance to standard exposure elapsing before the first critical point in behavior is observed. Results are reported in units in which field exposures can be judged and expressed. The specifications may be cited as the Standard " Fire Test Specification" and the performance or exposure shall be expressed as "two hour," "six hour," "one-half hour," etc. When a factor of safety exceeding that inherent in the test conditions is desired, a proportional increase should be made in the specified time-classification period.

Classifications of assemblies involving combustibles in sufficient quantity or so arranged as to continue burning after the derived time

period shall be designated by the term "combustible" after the

period assigned.

1. (a) The test methods are applicable to assemblies of masonry units and to composite

assemblies of structural materials for buildings,

including bearing and other walls and partitions,

columns, girders, beams, and slabs and composite

slab and beam assemblies for floors and roofs. They are also applicable to other assemblies and

structural units which constitute permanent integral

parts of a finished building.

(6) It is the intent that classifications shall register performance during the period of exposure and shall not be construed as having determined

suitability for use after fire exposure.

I. CONTROL OF FIRE TESTS

2. The conduct of fire tests of materials and

construction shall be controlled by the standard

time-temperature curve shown in Fig. 213. The

points on the curve which determine its character

are:

1,000° F. (approximately 538° C.) At 5 minutes.

1,300° F. (approximately 70-1° C.) At 10 minutes.

1,550° F. (approximately 843° C.) At 30 minutes.

1,700° F. (approximately 927° C.) At 1 hour.

1.850° F. (approximately 1.010° C.) At 2 hours.

2,000° F. (approximately 1,093° C.) At 4 hours.

2,300° F. (approximately 1,260° C.) At 8 hours.

3. (a) The temperature fixed by the curve shall be deemed to be the average temperature obtained

from the readings of several thermocouples (not less than three) symmetrically disposed and distributed

to show the temperature near all parts of the sample,

the thermocouples being inclosed in sealed porcelain tubes 3/i inch in outside diameter and of }i inch

wall thickness. The exposed length of the porcelain tube and couple in the furnace chamber shall be

not less than 12 inches. Other types of protecting tubes or pyrometers may be used that under test

conditions give the same indications as the above

standard within the limit of accuracy that applies

for furnace-temperature measurements. For greater

difference of design and size the time-temperature

curve followed shall be modified to give an exposure

equal to that ^obtained by using the standard

pyrometer and curve above described.

(b) The temperatures shall be read at intervals not exceeding five minutes during the first hour,

and thereafter the intervals may be increased to not more than 15 minutes.

(c) The accuracy of the furnace control shall be

such that the area under the time-temperature

curve, obtained by averaging the results from the pyrometer readings, is within 15 per cent of the

corresponding area under the standard time-temperature curve shown in Figure 213 for fire tests of one hour or less duration, within 10 per cent for those over one hour and not more than two hours,

and within 5 per cent for tests exceeding two hours

in duration.

4. (a) Temperatures at unexposed surfaces shall be measured with thermocouples or thermometers 5 placed under oven dry asbestos fire felt pads 6 inches

square, 0.4 inch thick and weighing not less than

1.0 lb./ft. 2 nor more than 1.4 lbs./ft. 2 The wire

leads of the thermocouple or the stem of the ther- mometer shall have an immersion under the pad

and be in contact with the unexposed surface for not less than 3}i inches. The hot junction of the thermocouple or the bulb of the thermometer shall be placed approximately, under the center of the pad. The outside diameter of protecting tubes of

glass, clay, or porcelain, and of thermometer stems

shall not be more than 5/ie inch. The pad shall be

held firmly against the surface, and shall fit closely

about the thermocouples or thermometer stems. Thermometers shaU be of the partial-immersion

type, with a length of stem between the end of the bulb and the immersion mark of 3 inches. The

wires for the thermocouple in the length covered by

the pad shall not be heavier than No. 18 B. & S. gage (0 04 inch) and shall be electrically insulated with heat and moisture resistant coatings.

(6) The temperature readings shall be taken at not less than five points on the surface, one of which

shall be approximately at the center and four at approximately the centers of the quarter sections.

If additional points are used, they shall be symmetrically disposed about the center, with no location nearer than one and one-half times the thickness of the construction or nearer than 12 inches to the edges.

None shall be located opposite or on top of beams,

girders, pilasters, or other structural members.

(c) Temperature readings shall be taken at inter- vals not exceeding 15 minutes until a reading exceeding 212° F. (100° C.) has been obtained at any one

one point. Thereafter the readings may be taken more frequently at the discretion of the testing

body, but the intervals need not be less than five minutes.

(d) Where the conditions of acceptance place a

limitation on the rise of temperature of the unex- posed surface, the temperature end point of the

fire-endurance period shall be determined by the average of the measurements taken at individual

points; excepting that if a temperature rise 30 per

cent in excess of the specified limit occurs at any

one of these points, the remainder shall be ignored

and the fire-endurance period judged as ended. H. CLASSIFICATION AS DETERMINED BY TEST

5. Results shall be reported in accordance with

the performance in the tests prescribed in these

5 Under certain conditions it may be unsafe or impracticable to use thermometers.

569
534.10 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

specifications. They shall be expressed in time

periods of resistance, as for example four hour, onehalf hour, etc.m. TEST STRUCTURES

6. (a) The test structure may be located at any

place where all the necessary facilities for properly

conducting the test are provided.

(6) Entire freedom is left to each investigator in the design of his test structure and the nature and

use of fuel, provided the test requirements are met.

IV. TEST SAMPLES

7. The test sample shall be truly representative

of the construction for which classification is desired and shall be built under conditions representative

of those obtaining as practically applied in building

construction. The physical properties of the materials and/or ingredients used in the test sample shall be determined and recorded.

Table 1

Parts of structure

Floors and

roofs.

Walls and

partitions.

Resistance period

'8 hours and over.

4 hours and over if less than 8 hours.

2 hours and over if less than 4 hours.

1 hour and over if less than 2 hours.. Less than 1 hour

'8 hours and over

4 hours and over if less than 8 hours.

2 hours and over if less than 4 hours.

1 hour and over if less than 2 hours.. Less than 1 hour

Water

pres- sure at nozzle

Lb.lin.i 4545

45

30

30

45

4530

30

30

Duration of appli- cation per 100 square

feet ex- posed

area

Minutes6

' s

t >.;!<

6

5

i

2400 —1300

2 3 4 5 6 7 Time , hours. Figure 213.

Time-temperature curve

V. CONDUCT OF FIRE TESTS

The fire-endurance test on the sample with its applied load, if any, shall be continued until failure occurs, or until it has withstood the test conditions

for a period equal to that herein specified in the

conditions of acceptance for the given type of construction.

9. (a) Where required by the conditions of acceptance, a duplicate sample shall be subjected

to a fire-exposure test for a period equal to one-half

of that indicated as the resistance period in the

fire-endurance test, but not for more than one hour,

immediately after which the sample shall be subjected to the impact, erosion, and cooling effects of a fire-hose stream directed first at the middle

570
CLAY AND CLAY PRODUCTS 534.10

and then at all parts of the exposed face, changes

in direction being made slowly.

(6) The fire-hose stream test shall not be required

in the case of constructions having a resistance

period, indicated in the fire-endurance test, of one-half hour or less.

(c) The submitter may elect, with the advice

and consent of the testing body, to have the fire-hose stream test made on the sample subjected to the

fire-endurance test and immediately following the

expiration of the fire-endurance test, provided that

the testing body reserves the right to decide that a

fire-hose stream test should be made on a duplicate

sample as specified in paragraph (a). (d) The stream shall be delivered through 2}i- inch hose, discharging through a National Standard

clay pipe of corresponding size equipped with a

1%-ineh discharge tip of the standard-taper smoothbore pattern without shoulder at the orifice. The

water pressure and duration of application shall be as specified in Table 1.

(e) The nozzle orifice shall be 20 feet from the

center of the exposed surface of the test sample if the nozzle is so located that when directed at the

center its axis is normal to the surface of the test sample. If otherwise located, its distance from the

center shall be less than 20 feet by an amount

equal to 1 foot for each 10° of deviation from the

normal.

10. The material or construction shall not be

tested until a large proportion of its final strength has been attained, and, if it contains free water,

until the excess has been given off; this will usually

require about 30 days' time under favorable drying

conditions. Where this can not be attained within 40 davs, artificial drving with air temperature

not exceeding 100° F. (38° C.) shaU be used.

VI. TESTS OF BEARING WAILS AND PARTITIONS

11. The area exposed to fire shall be not less than

100 square feet, with neither dimension less than 9

feet. The test specimen shall not be restrained on

its vertical edges.

12. During the fire-endurance and fire and fire- stream tests the construction shall be loaded in a manner calculated to develop theoretically as nearly as practicable the working stresses contemplated by the design.

13. The test shall not be regarded as successful unless the following conditions are met:

(a) The wall or partition shall have sustained the

applied load during the fire-endurance test without

passage of flame or gases hot enough to ignite cotton waste for a period equal to that for which classifi- cation is desired.

(6) The wall or partition shall have sustained the

applied load during the fire and fire-stream test as

specified in section 9, without passage of flame, stream, or gases hot enough to ignite cotton waste, and after cooling, but within 72 hours after its completion, shall sustain a total load equal to the dead load plus twice the superimposed load specified above.

(c) The fire stopping, if any, shall have functioned

to prevent passage of fire for a period equal to that

for which classification is desired.

(d) Transmission of heat through the wall or

partition during the fire-endurance test shall not have been such as to raise the temperature on its unexposed surface more than 250° F. (139° C.) above its initial temperature.

VH. TESTS OF NONBEARING WALLS AND PARTI- TIONS

14. The area exposed to fire shall be not less than

100 square feet, with neither dimension less than 9

feet. The test specimen shall be restrained on all four edges.

15. The test shall not be regarded as successful

unless the following conditions are met:

(a) The wall or partition shall have withstood

the fire-endurance test without passage of flame or

gases hot enough to ignite cotton waste for a period

equal to that for which classification is desired.

(b) The wall or partition shall have withstood the

fire and fire-stream test as specified in section 9, without passage of flame, stream, or gases hot

enough to ignite cotton waste.

(c) The fire stopping, if any, shall have functioned

to prevent passage of fire for a period equal to that

for which classification is desired.

(d) Transmission of heat through the wall or

partition during the fire-endurance test shall not have been such as to raise the temperature on its unexposed surface more than 250° F. (139° C.) above its initial temperature.

Vm. TESTS OF COLUMNS

16. The length of the column exposed to fire shall, when practicable, approximate the maximum

clear length contemplated by the design, and for building columns shall not be less than 9 feet. The

contemplated details of connections, and their protection, if any, shall be applied according to the methods of acceptable field practice.

17. (a) During the fire-endurance test the col- umn shall be loaded in a manner calculated to develop theoretically as nearly as practicable the working stresses contemplated by the design. Provision shall be made for transmitting the load to the exposed portion of the column without unduly

increasing the effective column length.

(6) If the submitter and the testing body jointly

so decide, the column may be subjected to one and

three-fourths times its designed working load before

the fire-endurance test is undertaken. The fact that such a test has been made shall not be construed

as having had a deleterious effect on the fire- endurance test performance.

18. The test shall not be regarded as successful unless the column shall have sustained the applied

load during the fire-endurance test for a period

equal to that for which classification is desired.

IX. TESTS OF FLOORS AND ROOFS

(The following contemplates application of fire exposure to the underside of constructions and

omission from the upper surface of all units which

are not essential to the constructions. Specifi- cations and test procedure with fire applied to the upper side have not been developed.)

19. The area exposed to fire shall be not less than

180 square feet with neither dimension less than 12

feet. Beams or girders, if a part of the construction

under test, shall lie within the combustion chamber

and have a clearance of not less than 8 inches from

its walls.

20. During the fire-endurance and fire and fire- stream tests the construction shall be loaded in a manner calculated to develop theoretically as nearly

as practicable the working stresses in each member

contemplated by the design.

21. The test shall not be regarded as successful

unless the following conditions are met:*

(a) The construction shall have sustained the

applied load during the fire-endurance test without

passage of flame or gases hot enough to ignite cotton waste for a period equal to that for which classifi- cation is desired.

(6) The construction shall have sustained the

applied load during the fire and fire-stream test as

specified in section 9, without passage of flame,

571
534.10 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

stream or gases hot enough to ignite cotton waste, and after cooling but within 72 hours after its completion shall sustain a total load equal to the dead

load plus twice the superimposed load specified above.

(c) Transmission of heat through the construction during the fire-endurance test shall not have been

such as to raise the temperature on its unexposed

surface more than 250° F. (139° C.) above its initial temperature.

X. TESTS OF FINISH FOR WALLS, PARTITIONS,

AND CEILINGS

22. The test panel shall be a wall, partition, or

floor.

(a) Test panels carrying interior wall and parti- tion finish shall be finished on both faces with the

finish which is the subject of the test; excepting that with the advice or consent of the testing body

this provision may be waived with respect to panels

of solid or masonry construction.

(b) Test panels carrying exterior wall finish on

the exposed face shall be finished on the unexposed

face with an interior wall finish judged by the testing

body to be suitable for purposes of the test, excepting that with the advice or consent of the testing

body this provision may be waived with respect to panels of solid or masonry construction.

(c) Test panels carrying ceiling finish shall be

finished on the upper face with a flooring judged by

the testing body to be suitable for purposes of the

test, excepting that with the advice or consent of the

testing body this provision may be waived with

respect to panels of solid or masonry construction.

23. The area exposed to fire shall be for tests of wall and partition finish, not less than 100 square

feet, with neither dimension less than 9 feet; for

tests of ceiling finish, not less than 180 square feet, with neither dimension less than 12 feet. 24. The test shall not be regarded as successful unless the following conditions are met:

(a) The finish shall have withstood the fire- endurance test without developing openings capable

of passing flame or hot gases for a period equal to that for which classification is desired.

(6) The finish shall have withstood the fire and

fire-stream test as prescribed, respectively, for floors, walls, and partitions as specified in section 9, without developing openings capable of passing

. flame, hot gases, or stream.

(c) Transmission of heat through the finish during the fire-endurance test shall not have been

such as to raise the temperatures at its contact with the structural members of the test panel or elsewhere on its unexposed surface more than 250° F. (139° C.) above the initial temperatures at these

points. • American Society for Testing Materials, standard

method of test for porosity and permanent volume

changes in refractory materials; serial designation

C20-20, 1920. L The object of this test is to determine the porosity and permanent volume changes in refrac- tory materials when heated to series of specified

temperatures.

2. (a) The sample shall consist of at least seven

standard-size brick.

(6) Test specimens measuring 2}4 by 2% by

1% inches shall be cut so as to remove the original surfaces of the bricks; for this a "cut-off" grinding

wheel is recommended. There should be five test specimens for each of the seven heat treatments

specified in section 4, or 35 test specimens for each

kind of brick. The test specimens shall be brushed or washed free from all adhering dust and marked

serially with a refractory stain, for which 5 per cent cobalt-kaolin mixture is suggested.

3. After the test specimens have been cut and

cleaned, they shall be dried and the volumes and

porosity of each obtained as described in sections 5 and 6. They shall be heated as specified in section 4, and the changes in volume and porosity determined.

4. (a) Dry the test pieces prior to placing in the

kiln.

(6) Raise the temperature as rapidly as is consist- ent with even heat distribution to 1,200° C. From

1,200° C. raise the temperature at the rate of 30° per hour, drawing samples at each 50° interval from 1,200° to 1,500° C.

(c) If it is possible, and the number of brands

being tested warrant, it is best that separate burns

to each temperature be made and the kiln sealed and

allowed to cool by radiation. In case separate

burns can not be made, the five test specimens from

each temperature increment should be covered with hot sand immediately on being drawn, or placed in a supplementary furnace and kept at about 500° C. until all drawings are completed, and

then cooled with the furnace sealed to cool wholly

by radiation.

5. (a) The test specimens shall be cleaned from

adhering or loosely attached pieces and particles, care being taken not to alter the exterior volume as

originally prepared for this test.

(6) The test specimens shall be heated if neces- sary to 110° C. to remove moisture, and their dry

weight (D) obtained to 0.10 g.

(c) The test specimens shall be placed in kerosene

of known density (5) under a vacuum of 24 inches

for four hours at 25° C. and cooled to room temperature while yet immersed.

(d) When cool, each test specimen shall be

weighed suspended in kerosene at 25° C. to deter- mine its suspended weight (<S), in grams.

(e) The saturated weight (W), in grams, of each

test specimen shall be obtained immediately after obtaining the suspended weight by drying lightly

with a kerosene-moistened towel to remove the

excess kerosene and then weighing in air.

(/) The exterior volume (V), in cubic centi- meters, of each test specimen is obtained by subtracting the suspended weight (S) from the saturated weight (W), and dividing by the density (5) of the

kerosene. Thus

y=K=fS (i)

(g) The actual volume of open pores (Fi), in cubic centimeters, is obtained by subtracting the dry weight (D) from the saturated weight (W), and

dividing by the density (5) of the kerosene. Thus

Fl==B=£ ( 2)

(h) The apparent specific gravity (7

1 ,) of that

portion of the test specimen which is impervious to

liquid is obtained by dividing the dry weight by

the difference between the dry and suspended

weights, and multiplying by the density of the

kerosene. Thus

(i) The true specific gravity (T) of the wholly

solid or burned clay portion is obtained by crushing a portion of the dried test specimen to powder pass- ing a No. 120 sieve and determining the displacement at 25° C. under 24-inch vacuum, of a 20 g sample in a 50 cc straight-wall pyknometer using

kerosene, and correcting for density of the kerosene.

(j) The volume of sealed pores (Vz), in cubic

centimeters, is obtained by subtracting the quo572
CLAY AND CLAY PRODUCTS 534.10

tient of dry weight (D) divided by true specific

gravity (T) from the volume of the impervious

portion of the test specimen; or V2=°^L-° (4)

(k) The volume shrinkage is obtained by sub- W—S,

tracting the volumes; that is, the values of —g

before and after the heat treatment.

6. To show progressive changes in the several volumes, refer all volumes back to the original exterior volume of the test specimen as 100. This

is done by multiplying all volumes by the factor

100/ V, in which V is the exterior volume of the test specimen prior to the subjection to heat treatment.

Figure 214

The volume data should be determined for each

test specimen and multiplied by the above factor to reduce all volumes for each test specimen to terms

of 100 original exterior volumes of that test specimen

before the average of the five for each heat treatment

is calculated. American Society for Testing Materials, standard

method of test for softening point of fire-clay brick,

serial designation C24-28, 1928.

1. The object of this test is to determine the

softening point of fire-clay brick by comparison of

test cones with standard Orton pyrometric cones heated in a suitable furnace.

2. A 1 kg (2-pound) sample shall be taken by

chipping off approximately equal portions from the

corners of the brick. These fragments shall be reduced in size by means of rolls or a jaw crusher adjusted to pass a lump 6 mm (}£ inch) in diameter. They shall be mixed thoroughly, and the amount of material reduced to about 250 g (5 pounds) by

quartering. A magnet shall be repeatedly passed

through the crushed material until all particles of metallic iron are removed. This portion shall be

ground in a porcelain or agate mortar to pass a No.

60 sieve of the United States Standard Sieve Series.6 In order to avoid excessive reduction of the fines, they shall be removed frequently during the process

of reduction by throwing the sample on the sieve and continuing the grinding of the coarser particles

until all the sample will pass through the sieve.

3. (a) The sample thus prepared shall be thor- oughly mixed and after the addition of sufficient dextrin or glue and water shall be formed into test cones in a metal mold in the shape of tetrahedrons measuring 5 mm (%6 inch) on the sides at the base and 25 mm (1 inch) high.

(b) When dry the test cones may be subjected to a preliminary burn at a temperature not exceeding

6 For detailed specifications lor this sieve, see A. S. T. M. Ell,

500.2, p. 1.

1,300° C. (2,372° F.) for the purpose of sintering

them into a firm condition to permit handling.

4. The test cones shall be mounted on plaques of refractory material of such a composition as will not affect the fusibility of the cones.7 They shall be mounted with the base embedded approximately

1 mm (0.04 inch) in the plaque and the face of one

side inclined at an angle of 82° with the horizontal. The arrangement with respect to the Orton cones

shall be substantially as shown in Figure 214; that

is, alternating with the Orton cones in such a way

that Orton cones of successive numbers will be

placed opposite each other. The plaque may be

any convenient size and shape and may be biscuited before using, if desired.

5. (a) The heating shall be carried out in a suit- able furnace at a rate to conform to the following

requirements:

Minutes To reach cone 20 45 Time interval to cone:

29-""I-~I~~"""""""I"I" 10

Note.—At 1,000° C. the old cone pat may be removed and a new

one put in without cooling the furnace down below red heat.

(6) That type of furnace in which a neutral or oxidizing atmosphere may be maintained is to be

preferred. Excessive reducing conditions should be

avoided. Care should be taken that the flame

does not strike directly against the cone or cone

plaque. The furnace should be tested at intervals

for the determination of the uniformity of the

distribution of the heat.

6. (a) The softening of the cone will be indicated by the top bending over and assuming the position

shown in Figure 215. The bloating, squatting, or unequal fusion of small constituent particles should always be reported. The softening point shall be reported in terms of Orton cones and shall be

that cone which most nearly corresponds in time

of softening with the test cone. If the test cone

softens later than one Orton cone but earlier than

the next Orton cone and approximately midway

between, the softening point shall be reported thus: Cone No. 31-32.

(6) If the test cone starts bending at an early cone but is not down until a later cone, the fact should be reported.

American Society for Testing Materials, tentative method of test for resistance of fire-clay brick to thermal spalling action, serial designation C38-27T,

1927.

1. The object of this test is to determine the

resistance of high-duty fire-clay brick to spalling

7 A mixture of equal parts of a highly refractory clay, such as a good grade of china clay, and fused alumina which will pass a No. 100

sieve (United States Standard Sieve Series) has been found satis- factory.

573
534.10 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

action by subjecting them to repeated rapid temperature changes.

2. (a) The sample shall consist of at least five standard 9-inch brick or of five shapes, which may

be cut to standard size with a grinding wheel.

(6) Test specimens of shapes such as boiler arch

brick shall be cut to the standard 9-inch size. For

this purpose a "cut-off" wheel is recommended.

3. (a) The specimens shall be weighed and placed

in a door of a furnace operated at 1,350° C. (2,462°

F.), care being taken to prevent the direct heating

of more than the 2% by 4^-inch end. After one hour the specimen shall be withdrawn from the furnace and stood on end in a tank of flowing cold water from 10° to 21° C. (50° to 70° F.),sothatthe

hot end of the brick will be immersed to a depth of 2 inches. After three minutes the sample shall be

withdrawn from the water, allowed to steam five minutes, and then returned to the furnace. The

door of the furnace shall be closed while the bricks are out to prevent the lowering of the temperature.

COMPRESSION TEST

APPARATUS

2. Any form of standard testing machine may be

used for the compression test together with a spherical bearing block large enough entirely to cover

the specimen.

TEST SPECIMEN

3. The test specimen shall consist of a half brick. Any method which wiU produce a specimen with

approximately plane and parallel ends, without

shattering the specimen, may be used. Note.—This permits the use of a suitable half brick from the

flexure test. 4. A half brick to be used for the compression

test shall be prepared as follows: The two surfaces intended to receive the load from the testing machine

shall receive a thin coating of shellac and be allowed

to dry thoroughly. One of the shellacked bearing

surfaces shall then receive a thin coat of a neat

Cross — ^Head of

Testing \ Machine

Spherical Seat

Center of

Spherical Surface

_h - ... ..---Spherical Bearing Block ^p"- Bedding Material <—One -half Brick Bedding Material

Weighing

j Table of

Testing

j Machine

Figure 216.

Special bearing block for use in testing brick The alternate heating and cooling shall be continued

in hourly cycles until a loss of 20 per cent by weight

has occured in each brick.

(6) When pieces begin to fall off, the sample is laid on a 4.5 by 9.0-inch asbestos board, divided into 100 equal squares, and the approximate percentage

of loss estimated after each removal from the water. After the completion of the test, the brick is again

weighed and the percentage of loss determined.

4. The report shall show for each brick the number

of dips before loss started the percentage of loss after each cooling and the total number of dips

until a loss of 20 per cent by weight has occurred. American Society for Testing Materials, standard

specifications for quicklime and hydrated lime for the manufacture of silica brick, serial designation

C49-24, 1924. See 517.2, page 364. American Society for Testing Materials, tentative methods of testing brick (compression, flexure, and

absorption), serial designation C67-28T, 1928.

1. These methods cover the following tests for brick: The compression test, the flexure or cross- bending test, and the absorption test.

mortar of calcined gypsum (plaster of Paris). This

mortared face of the specimen shall then be pressed on plate glass or a machined metal plate, previously

oiled or covered with waxed paper, and the bedding

material allowed to harden. This procedure shall be repeated with the other shellacked surface. Care

shall be taken that the opposite faces so coated with bedding material shall be parallel. Depressions

of recessed or paneled bricks shall be filled with neat Portland cement mortar which shall stand at least 24 hours before testing.

5. Compression tests shall be made on at least

five half-brick test specimens from different biicks.

PROCEDURE

6. (a) The half-brick test specimen shall be tested, placed flat.

(b) The bearing block shall be used on top of the

test specimen in vertical testing machines. The

center of the sphere of the bearing block shall be

used in contact with the top bearing surface of the specimen and in the vertical axis of the specimen.

(Fig. 216.) The spherical bearing block shall

574
CLAY AND CLAY PRODUCTS 534.10

be kept thoroughly lubricated to insure accurate adjustment, which should be made by hand under a

small initial load.

(c) The speed of the moving head of the testing

machine, during the application of the load, shall not be more than 0.05 inch per minute.

(d) During the test the beam of the testing

machine shall be kept constantly in a floating

position.

7. The compressive strength in pounds per square

inch shall be reported as the total maximum load W,

in pounds, indicated by the testing machine, divided

PROCEDURE

11. (a) A test-specimen brick shall be placed

flatwise on the knife-edges with a span of 7 inches and the load applied at mid span.

(b) A steel bearing piece one-fourth inch in thickness, one-half inch in width, and of a length equal

to the full width of the specimen shall be placed

between the upper knife-edge and the specimen.

(c) The speed of travel of the head of the testing

machine, during the application of the load, shall not be more than 0.05 inch per minute,

by the area A, in square inches, of the minimum

section of the specimen perpendicular to the line

of application of the load. The compressive strength in pounds per square

>'nch shall be calculated from the formula: W

Compressive strength=^

FIEXURE TEST

APPARATUS

8. (a) Any form of standard testing machine

with knife-edges as described in paragraph (6) may

be used for the flexure test. Note.—Portable apparatus properly calibrated may be used.

(6) Knife-edges shall be straight and have full contact with the specimen or beaiing plate and they

shall have a length at least equal to the width of the buck to be tested. Their bases shall be so curved

or rounded as to permit free movement of the working edges, both longitudinally and transversely.

The use of knife-edges of the type shown in Figure 217 is recommended, although other types may be

used which will provide free movement and at the same time insure full and even bearing at all times

during the test. TEST SPECIMEN

9. The test specimen shall be a whole brick.

10. Flexure tests shall be made on at least five whole bricks.

12. The modulus of rupture R, in pounds per square inch, shall be reported as calculated from

the following formula: n SWl n 2bd' where

W=the total load in pounds at which the brick

failed. Z=the distance between the supports in inches. 6=the width of the brick in inches. d=the depth of the brick in inches. ABSORPTION TEST

TEST SPECIMEN

13. The test specimen shall be a whole brick.

14. The absorption test shall be made on at last

five whole bricks. PROCEDURE

15. The sample shall be dried to constant weight

at a temperature of 100° to 105° C. (212° to 221° F.). 16. When cool the bricks shall be weighed separately on scales sensitive to within 0.5 per cent.

17. The dry bricks shall be totally immersed in

soft, distilled, or rain water at a temperature of 15.5° to 30.0° C. (60° to 86° F.) for five hours. The bricks shall then be removed, the surface water wiped off with a damp cloth and the bricks quickly weighed.

575
534.10 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

18. The percentage of absorption shall be calcu- lated on the dry weight from the formula:

. . .. 100 (b-a) Percentage of absorption=

Where a=weight of dry bricks and 6=weight of saturated bricks. American Society for Testing Materials, standard

definitions of terms relating to refractories, serial designation C71-28, 1928. Fire day.—A sedimentary clay 8 of low flux content.

Note.—It is usually associated with coal measures. Plastic or bond fire clay.—A fire clay of sufficient natural plasticity to bond nonplastic materials.

Flint fire clay.—A hard or flint-like fire clay

occurring as an unstratified massive rock, practically devoid of natural plasticity and showing a

concoidal fracture. Diaspore clay.—A rock consisting essentially of diaspore bonded by fire clay.

Nodular fire clay.—A rock containing aluminous or ferruginous nodules or both bonded by fire clay. Note.—In some districts such clays are called "burly" or "hurley

flint" clay. American Society for Testing Materials, tentative

definitions of terms relating to refractories, serial designation C71-28T, 1928.

Spoiling.—Breaking or cracking of refractories to such an extent that fragments are separated,

presenting newly exposed surfaces of the residual mass.

Note.—The causes of spalling may be classified under three main

headings—namely, thermal, mechanical, and structural—as follows: THERMAL

(a) Factors related to service.—Rapidity and range

of thermal fluctuation; contamination by slags and

fluxes; tightness of joints; previous vitrification.

(b) Factors related to refractories.—Degree and

uniformity of reversible thermal expansion; heat

transfer; elasticity; plastic flow. MECHANICAL

(a) Factors related to service.—Rapid heating of wet brick; abuse in removing clinker and slag; unequal and excessive stresses; pinching; no provision for expansion; thin joints.

(6) Factors related to refractories.—Mechanical

strength; toughness; accuracy of shape.

STRUCTURAL

(a) Factors related to service.—Slags and fluxes; character of the material in joints; insulation of refractories.

(6) Factors related to refractories.—Vitrification; shrinkage; nature of bond; structure; degree of burning.

Pyrometric cone equivalent (P. C. E.).—An index

to the degree of fusion resulting in a cone of the material bending until the tip touches the plaque as a result of a definite heat treatment, in accordance

with A. S. T. M. C24. (See p. 573.) Note.—The terms "fusion point," "softening point," "deformation point," and "melting point" have heretofore been loosely used

for "pyrometric cone equivalent."

8 The definition of the term "fire-clay" is based upon the following

definition of the term "clay":

Clay.—An earthy or stony mineral aggregate consisting essentially

of hydrous silicates of alumina, plastic when sufficiently pulverized and wetted, rigid when dry, and vitreous when burned at a sufficiently high temperature.

Common Brick Manufacturers' Association of America, specifications and general schedule of a

brick house. (The above standard includes, in the general

schedule, estimating sheets, specification and contract forms, and specifications for construction. Items included in this volume are as follows: (1) Mortar (see 516.3, p. 310) (2) ideal construction

(see 518.53, p. 319), (3) chimneys and fireplaces

(see 518.55, p. 422), and 4) bricklaying (see 518.38,

p. 477).) United States Department of Agriculture, Bulletin

1216, method of sampling paving brick, 1928.

1. Place of sampling.—Where a standard rattler has been installed and is kept in an approved condition, and acceptable facilities for testing are furnished by the manufacturer, samples will be taken and

tested at the plant by an inspector while cars are being loaded, provided daily shipments are suffi- cient to warrant it. Under all other conditions,

samples will be taken from the cars upon arrival at their destination.

2. Method of selecting samples.—A single sample

will be taken to represent each 10,000 to 15,000

brick according to conditions described later. No

brick are to be included in the sample which are cracked or so deformed as to be unfit for laying

under the specifications.

3. (a) Samples from kilns.—When samples are taken directly from the kiln, the first set will usually be chosen as soon as enough brick have been

removed from the front of the kiln to permit of obtaining a sample representative of both the full width and height of the kiln. Later samples are

to be taken with the idea of representing three degrees of burning in the kiln, one sample to be

selected from localities (usually the top and sides) to represent the hardest-burned brick, one sample

usually selected from the more central portion of any cross section of the kiln to represent mediumburned brick, and one sample, usually from the bottom layers and away from the sides, to represent the least-burned brick. Each of these samples

should represent approximately 15,000 brick.

(b) Samples taken from piles.—When the appear- ance of the pile of brick shows clearly that there is a considerable range in the degree of burning, samples to represent each of three degrees should be

selected, as in the case of samples taken from kilns, each sample to represent about 10,000 brick. When

the surface appearance of the brick does not furnish any indication of their uniformity samples are to be taken at random representing approximately

10,000 brick.

(c) Samples from cars.—When a sample is taken

from a carload, it shall be selected in the same manner as previously described to represent three approximate degrees of burning.

4. Shipment of samples.—Samples which must be

transported long distances by freight or express

shall be carefully put up in packages holding not more than 12 brick each. When more than 6 brick

are shipped in one package, it shall be so arranged

as to carry two parallel rows of brick side by side and these rows shall be separated by a partition. In event of some of the brick being cracked or broken in transit, the sample shall be disqualified

if there are not remaining 10 sound, undamaged

brick.

5. Storage and care of samples.—Samples shall be

carefully handled to avoid breakage or injury.

They shall be kept in the dry so far as practicable.

If wet when received, or known to have been immersed or subjected to recent prolonged wetting,

they shall be dried for at least six hours in a temperature of 100° F, before testing.

576
CLAY AJsD CLAY PRODUCTS

534.11 Face, Common, and Vitrified Brick.

American Association of State Highway Officials, standard specifications for bridges and incidental

structures, 1928. BRICK (PAVING)

Same as A. S. T. M. C7 (see below) except that sampling shall conform to the requirements of United States Department of Agriculture, Bulletin

1216, method of sampling paving brick. (See

534.10, p. 576.) The brick used shall be one of the varieties included in United States Department of Commerce,

division of simplified practice, recommendation

No. 1. (See p. 586.) BRICK FOR MASONRY

Brick for masonrv construction shall conform to the requirements of A. S. T. M. C62-28T. (See

p. 583.) American Railway Engineering Association, speci- fications for buildings for railway purposes. FACE AND COMMON BRICK

See A. R. E. A. specification for brickwork, 518.83, page 475. American Railway Engineering Association, specifications for buildings for railway purposes. BRICK FOR USE IN SEWERS

See specification for sewers and drainage, 518.67, page 453. American Society for Municipal Improvements,

standard specifications for sewers, 1927. COMMON BRICK

See 518.67, page 453. VITRIFIED BRICK

See 518.67, page 453. American Society for Testing Materials, tentative

specifications for paving brick, serial designation

C7-29T, 1929.

1. These specifications cover vitrified brick used

in the construction of pavements.

2. The consumer or purchaser shall specif}' the

size or sizes and variety or varieties of brick which

are to be supplied.

Note.—The sizes and varieties recognized by the Permanent Committee on Simplification of Varieties and Standards for Vitrified Paving Brick of the United States Department of Commerce given below are recommended for use wherever practicable:

Depth Width Length

Plain wire-cut (vertical fiber lugless as usually laid)

Inches

{ r

{ s

,

4

Inches4

44$4

VA

VA

Inches

8)4 m.

8Al mm

Wire-cut lug (Dunn)

Repressed lug

The above sizes and varieties are those recognized by the permanent

committee for the year 1929, and are subject to change from year to year. MANUFACTURE

3. Paving brick shall be manufactured from fire clay, semifire clay or shale, or combinations thereof. The manufacturing process shall be such that the

brick are thoroughly annealed, tough, durable, and

534.11

evenly burned so that, when broken, they show a

uniformly dense structure free from lime, air pockets,

and marked laminations.

4. Lug brick shall be provided with not less than two lugs on one side of the brick. The lugs shall project not less than % inch nor more than )A inch from the side of the brick and the total area of contact of the lugs shall not exceed 30 per cent of the area of the side of the brick.

5. Beveled-end brick shall be double beveled not more than Y& inch on each end.

6. The edges of repressed brick shall be rounded

to a radius of not more than %6 inch.

7. Paving brick shall conform to the following

nominal sizes. The dimensions of the brick shall be construed as applying to the body of the brick

only, exclusive of lugs or beveled ends:

Transverse dimensions, inclusive Length, inches 2A by 4

3 by 3A — 8*4

3 by 4 8}4 3\4 by 4 8)4

8. For any lot of paving brick furnished under

these specifications, the individual bricks shall not vary from the nominal size requirements specified

in section 7 by more than ± % inch in either transverse dimension, or by more than ±J4 inch in length.

PHYSICAL PROPERTIES AND TESTS

9. The quality and acceptability of paving brick

shall be determined by the rattler test as described

in sections 17 to 29, inclusive, and by visual inspection, as described in section 16. The acceptance of paving brick as satisfactorily meeting either of these tests shall not be construed as in any way

waiving the other.

10. The percentage of loss in the rattler test of the respective sizes of paving brick specified shall conform to the following maximum requirements:

Size of brick Loss in

rattler Transverse test dimensions Length

Inches Inches Per cent 2'A by 4 8*4 26

3 by 3}4 8V2 26

3 by 4 8Al 24 3)4 by 4 814 22

SAMPLING

11. The standard sample for the rattler test shall consist of 10 whole undamaged brick which con- form individually to the visual inspection require- ments specified in section 16. 12. (a) Samples shall preferably be selected at the

place of manufacture and tested prior to shipment.

However, in special cases where less than 100,000

brick are involved, samples, when required, may be

selected subsequent to delivery at the destination.

(b) In general, one standard sample shall be

selected for each 15,000 brick or fraction thereof; provided, however, that when the sampling is done

at the place of manufacture prior to shipment and

the total number of brick involved is more than

100,000 brick, the number of brick for which one

standard sample is considered representative may

be increased at the option of the purchaser to not more than 50,000 brick.

13. Acceptance of any lot of paving brick shall be

based on the results of the rattler test on the sample

representing that lot, subject only to rejection at

577
534.11 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

any time of individually imperfect or unsatisfactory

brick, in accordance with the requirements under

visual inspection as described in section 16.

14. (o) If the percentage of loss on any sample

exceeds by 2 per cent or less the maximum per- missible rattler loss specified in section 10 for the

size specified, the lot shall not be rejected, but two

additional tests shall be made, and if the average of the three tests equals or is less than the maximum

permissible rattler loss the entire lot shall be ac- cepted, provided no test used in computing the average of the three tests exceeds the maximum

permissible rattler loss by more than 2 per cent.

(&) Rejection.—Where a lot of paving brick is rejected for failure to pass the rattler test, the purchaser may, at his option, permit the seller to regrade the rejected brick and again offer the brick

for test and acceptance. The regraded brick shall be resampled and retested, and if it again fails the purchaser may definitely and finally reject the lot for which the test is representative.

15. Unless otherwise specified, the seller shall furnish at the place of manufacture, without charge

to the purchaser, the use of an approved rattler, in

efficient operating condition, conforming to the requirements specified in sections 17 to 25, inclusive. Payment of the cost of testing shall be made by the

purchaser, except that the cost of testing additional samples in accordance with section 14, made

necessary by the failure of any lot or lots, or of testing supplemental samples to determine the

admissibility of a portion of any lot or lots, shall be

paid by the seller. Provided, however, that if the supplemental tests show the brick under examination to be acceptable, then the cost of such tests shall be paid by the purchaser.

VISUAL INSPECTION

16. Paving brick shall be subject to visual inspec- tion prior to shipment, after delivery, or during laying and culling out and rejection subject to the exception specified in paragraph (6) , of individual imperfect bricks or unsatisfactory brick for the following

causes:

(a) Variation in size.—Brick which vay from the nominal sizes specified in section 7 by more than ±Ys inch in either transverse dimension, or more

than ±% inch in length.

(b) Broken or chipped brick.—Brick which are chipped or broken so that neither wearing surface remains substantially intact, or so that the lower, or bearing surface, is reduced in area more than 15 per cent, provided brick so rejected, but otherwise

acceptable, may be used for half brick for beginning

courses and for batting.

(c) Cracked brick.—Brick which are cracked to such a degree, either from shocks received in shipping and handling, or from defective manufacture,

as to produce defects described in paragraph (b), unless such cracks are plainly superficial and in- sufficient to weaken the brick under the conditions

of use.

(d) Warped or kiln-marked brick —Brick which

are misshaped, bent or twisted, or kiln marked more than %6 inch so that they will not form a proper surface, or align with other brick in conformance with the specifications for laying brick in the pavement.

(e) Underburned brick.—Brick which are obvi- ously too soft and too poorly vitrified to endure

traffic wear. If disagreement on this requirement

arises between the purchaser and the seller, it shall be the right of the purchaser to make one or more

rattler tests of the brick he wishes to exclude, and

if in any or all tests the brick fail to conform to the

requirements of these specifications then all brick having the same objectionable appearance may be

excluded. RATTLER TEST

APPARATUS

17. The machine used in the rattler test shall be

of good mechanical construction, self-contained,

and shall conform to the foUowing details of material and dimensions, and shall consist of barrel, frame,

and driving mechanism as described in sections 18

to 22. In Figure 218 is illustrated a rattler which

will meet the requirements specified, and to which

reference should be made.

18. The barrel of the machine shall consist of the heads, head liners, staves, and stave liners conforming to the following requirements:

(a) Heads.—The heads may be cast in one piece

with the trunnions which shall be 2

7/is inches in diameter, and shall have a bearing 6 inches in length; or they may be cast with heavy hubs, which shall be bored out for 2%6-inch shafts and shall be key

seated for two keys, each }{ by % inch and spaced

90° apart. The shaft shall be a snug fit and when

keyed shall be entirely free from lost motion. The

distance from the end of the shaft or trunnion to the

inside face of the head shall be 15% inches in the head for the driving end of the rattler and 11%

inches for the other head, and the distance from the

face of the hubs to the inside face of the heads

shall be 5% inches. The heads shall not be less than three-fourths nor more than seven-eighths inch in thickness. In outline, each head shall be a regular 14-sided polygon

inscribed in a circle 28% inches in diameter. Each

head shall be provided with flanges not less than

% inch in thickness and extending outward 2% inches from the inside face of the head to afford a means of fastening the staves. The surface of the flanges of the head shall be smooth and give a true and uniform

bearing for the staves. To secure the desired true and uniform bearing, the surfaces of the flanges of the head shall be either ground or machined. The

flanges shall be slotted on the outer edge, so as to provide for two %-inch bolts at each end of each

stave, the slots to be 13

4.6 inch in width and 2% inches

center to center. Each slot shall be provided with

a recess for the bolt head, which shall act to prevent

the turning of the same. Between each two slots there shall be a brace three-eighth inch in thickness extending down the outward side of the head not

less than 2 inches.

(6) Head liners.—There shall be for each head a

cast-iron head liner, 1 inch in thickness and con- forming to the outline of the head, but inscribed in a

circle 28% inches in diameter. This head liner shall be fastened to the head by seven %-inch cap screws through the head from the outside. Whenever these head liners become worn down % inch below their

initial surface level, at any point of their surface, they shall be replaced with new ones. The metal

of these head liners shall be hard machinery iron and should contain not less than 1 per cent of combined carbon.

(c) Staves.—The staves shall be made of 6-inch medium carbon-steel structural channels 27% inches

in length and weighing 15.5 pounds per lineal foot. The staves shall have two holes 13/ie inch in diameter,

drilled in each end, the center line of the holes being

1 inch from the end and 1% inches either way from

the longitudinal center line. The spaces between

the staves shall be as uniform as practicable, but

shall not exceed inch.

(d) Stave liners.—The interior, or flat side, of each stave shall be protected by a liner three578
CLAY AND CLAY PRODUCTS 534.11

579
534.11 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

eighths inch thick by 5]4 inches wide by 19% inches

long. The liner shall consist of medium carbon steel plate, and shall be riveted to the channel by three ^-inch rivets, one of which shall be on the center

line both ways and the other two on the longitudinal center line and spaced 7 inches from the center each way. The rivet holes shall be countersunk on the

face of the liner and the rivets shall be driven hot

and chipped off flush with the surface of the liners, These liners shall be inspected from time to time,

and if found loose shall be at once reriveted.

19. When a new rattler, in which a complete

set of new staves is furnished, is first put into operation, it shall be charged with 400 pounds of shot

of the same sizes, and in the same proportion as provided in section 23, and shall then be run for 18,000 revolutions at the rate of speed specified in section 27 (a). The shot shall then be removed

and a standard shot charge inserted after which

the rattler may be charged with brick for a test. 20. No stave shall be used for more than 70

consecutive tests without renewing its lining. Two

of the 14 staves shall be removed and refined at a time in such a way that of each pair, one falls upon one side of the barrel and the other upon the opposite side, and also so that the staves changed

shall be consecutive, but not contiguous; for example

1 and 8, 3 and 10, 5 and 12, 7 and 14, 2 and 9, 4 and

11, 6 and 13, etc., to the end that the interior of the barrel at all times shall present the same relative conditions of repair. The changes in the staves should be made at the time when the shot charges

are being corrected, and the record must show the number of charges run since the last pair of new

lined staves was placed in position.

The staves when bolted to the heads shall form a barrel 20 inches in length, inside measurement,

between head liners. The liners of the staves

shall be so placed as to drop between the head

liners. The staves shall be bolted tightly to the heads by four %-inch bolts, and each bolt shall be provided with a locknut and shall be inspected

at not less frequent intervals than every fifth test and all nuts kept tight. A record shall be made

after each inspection showing in what condition the

bolts were found.

21. The barrel shall be mounted on a cast-iron frame of sufficient strength and rigidity to support

it without undue vibration. It shall rest on a

rigid foundation with or without the interposition

of wooden plates and shall be fastened thereto by

bolts at not less than four points.

22. The barrel shall be driven by gearing whose

ratio of driver to driven is not less than 1 to 4. The countershaft upon which the driving pinion

is mounted shall not be less than 1

ljKe inches in diameter, with bearing not less than 6 inches in length.

If a belt drive is used, the pulley shall be not less than 18 inches in diameter and 6^> inches in face. A belt at least 6 inches in width, properly adjusted

to avoid unnecessary slipping, should be used.

23. The abrasive charge shall consist of cast-iron spheres of two sizes.

(a) Large spheres.—When new, the larger spheres

shall be 3.75 inches in diameter and shall weigh

approximately 7.5 pounds (3.40 kg) each. Ten

spheres of this size shall be used. These shall be

weighed separately after each 10 tests, and if the weight of any large sphere falls to 7 pounds (3.175

kg) it shall be discarded and a new one substituted; provided, however, that all of the large spheres

shall not be discarded and substituted by new ones

at any single time, and that in so far as possible the large spheres shall compose a graduated series in various stages of wear.

(b) Small spheres.—When new, the smaller spheres shall be 1,875 inches in diameter and shall

weigh approximately 0.95 pound (0.43 kg) each. In general, the number of small spheres in a charge

shall not fall below 245 nor exceed 260. The col- lective weight of the large and small spheres shall be as nearly 300 pounds as possible. No small

sphere shall be retained in use after it has been worn down so that it will pass a circular hole 1.75 inches

in diameter, drilled in an iron plate }i inch in thickness, or weigh less than 0.75 pound (0.34 kg).

Further, the small spheres shall be tested by pass- ing them over the plate mentioned or by weighing,

after every 10 tests, and any which pass through or

fall below the specified weight, shall be replaced by new spheres, provided, further, that all of the small

spheres shall not be rejected and replaced by new

ones at any one time, and that so far as possible the small spheres shall compose a graduated series in various stages of wear. At any time that any

sphere is found to be broken or defective it shall at once be replaced.

24. The cast-iron abrasive spheres shall conform

to the following requirements as to chemical composition: Combined carbon Not under 2.50 per cent; Graphitic carbon Not over 0.25 per cent.

Silicon Not over 1.00 per cent. Manganese Not over 0.50 per cent Phosphorus__ Not over 0.25 per cent. Sulphur Not over 0.08 per cent. For each new batch of spheres used, the chemical

analysis shall be furnished by the maker or be

obtained by the user, before introducing the spheres

into the charge, and unless the analysis conforms to the requirements specified, the batch of spheres

shall be rejected.

25. The scales used shall be placed on a solid

level foundation and shall be sufficiently sensitive to determine the initial weight of 10 bricks to the

nearest 0.1 pound. The scale shall be tested by a standard test weight at intervals of not more tban

every 10 tests. TEST SPECIMEN

26. The number of brick per test shall be 10 whole bricks for all weights of brick, and the brick

shall be weighed to the nearest 0.1 pound. No

brick should be selected as part of a regular test that would be rejected by any other requirements

of the specifications under which the purchase is made.

PROCEDURE

27. (a) The test shall consist of 1,800 revolutions

of the rattler at the rate of not less than 29.5 nor more than 30.5 revolutions per minute. A counting machine shall be attached to the rattler for counting the revolutions. A margin not to exceed

10 revolutions will be allowed for starting and stopping. Only one start and stop per test is, in general,

acceptable. If, from accidental causes, the rattler

is stopped and started more than once during a

test, and the percentage loss exceeds the maximum

permissible under the specifications, the test shall be disqualified and another made.

(6) Any test, at the expiration of which a stave

liner is found detached from the stave or seriously out of position, shall be rejected.

28. The loss shall be calculated as a percentage

of the original weight of the brick composing the

charge, by weighing the brick remaining in the

rattler at the end of the test, deducting this weight

from the original weight of the brick, dividing this difference by the original weight of the brick and

multiplying by 100.

Percentage of l 0Ss=

0rigiual weight -weight after testing

><100 Original weight In weighing the rattled brick, any piece weighing

less than 1 pound shall be rejected.

580
CLAY AND CLAY PRODUCTS 534.11

RECORD

29. A complete and continuous record shall be

kept of the operation of all rattlers working under

the rattler test. This record shall contain the

following data concerning each test made:

1. The name of the person, or corporation fur- nishing each sample tested.

2. The name of the maker of the brick represented

in each sample tested.

3. The name of the street or contract which the sample represented.

4. The brands or marks upon the bricks by which

they were identified.

5. The number of bricks furnished.

6. The date on which they were received for test.

7. The date on which they were tested.

8. The drying treatment given before testing, if any.

9. The length, width, and thickness of the bricks.

10. The collective weight of the 10 large spherical shot used in making the test at the time of their

last standardization.

11. The number and collective weight of the

small spherical shot used in making the test at the time of their last standardization.

12. The total weight of the shot charge after its last standardization.

13. Certificate of the operator that he examined

the condition of the machine as to staves, liners, and any other parts affecting the barrel and found

them to conform to the requirements at the beginning

of the test. 14. Certificate of the operator of the number of charges tested since the last standardization of shot charge and last renewals of stave liners. 15. The time of the beginning and ending of each

test and the number of revolutions made by the

barrel during the test as shown by the counting

machine.

16. Certificate of the operator as to number of stops and starts made in each test. 17. The initial collective weight of the 10 bricks composing the charge and their collective weight

after rattling.

18. The loss calculated as a percentage of the

initial weight and the calculation itself, the correction

factor, and the corrected percentage of loss. 19. The number of broken bricks and remarks

upon the portions which were included in the final weighing.

20. General remarks upon the test and any

irregularities occurring in its execution.

21. The certificate of the operator that the test was made in accordance with the requirements of the American Society for Testing Materials and that the

record is a true record.

22. The signature of the operator or person responsible for the test. 23. The location of the laboratory where the test was made and name of the owner.

24. The serial number of the test. In the event of more than one copy of the record

of an}' test being required, they may be furnished on

separate sheets and marked duplicate, but the origi- nal record shall always be preserved intact and

complete.

American Society for Testing Materials, standard

specifications for clay sewer brick, serial designation

C32-24, 1924.

1. These; specifications cover four classes of clay bricks intended to be used in drainage structures

for the conveyance of sewage, industrial waste, and

storm water, as follows, the purposes for which

they are intended to be especially suitable being

indicated;

Class A vitrified brick, for the interior of struc- tures where resistance to the abrasive action of sewage having velocities up to 18 feet per second

is required. Class B vitrified brick, for the interior of struc- tures where resistance to the abrasive action of sewage having velocities up to 12 feet per second

is required.

Hard brick, for structures requiring imperviousness to internal and external pressures and resist- ance to the abrasive action of sewage having

velocities up to 8 feet per second. Medium brick, for storm-water conduits, where a

high degree of imperviousness is not required and

where abrasive action is due to sewage having low

velocities only. For definitions of the above classes, see Table 1. 2. The consumer or purchaser shall specify the

class or classes of brick to be supplied.

3. (a) ' The acceptability of brick shall be deter- mined (1) by the results of the chemical and physical

tests heieinafter specified, and (2) by visual inspec- tion to determine whether the bricks comply with

the specifications as to dimensions, shape, and

freedom from visible defects.

(b) The acceptance of brick as satisfactorily

meeting one of these two general requirements

shall not be construed as in any way waiving the

other. MATERIALS

4. (a) Clay bricks shall be manufactured from

surface clay, fire clay, or shale or a combination

of these materials.

(6) Surface clay is an unconsolidated, unstratified clay 9 of low flux content.

Note.—It is usually associated with coal measures.

(d) Shale is a thinly stratified, consolidated

sedimentary clay with well-marked cleavage parallel to the bedding.

(e) The material shall posses such physical and

chemical properties that when molded into bricks and subjected to a suitable temperature the product

will be strong, durable, and serviceable, free from

objectionable defects, and in compliance with these

specifications and tests. SIZE

5. Sewer brick shall be not less than 2% by 3%

by 8 inches nor more than 2}4 by 4 by 8% inches,

except that No. 1 vitrified brick may be 3 by 4

by 8)4 inches, but not more than 3)4 by 4 by 8%

inches. SAMPLING

6. For the purpose of tests, bricks shall be selected by a competent person appointed by the purchaser,

the point or points of selection to be designated

when the order is placed. The manufacturer or

seller shall furnish specimens for tests without

separate charge. All bricks shall be carefully

examined and their condition noted before being

subjected to any test. No sample which fails to meet the requirements of the visual inspection as given below shall be subjected to test. For the purpose of the tests not less than 15 bricks shall be

required for each delivery; they shall be dried to constant weight in a suitable oven at a temperature

of from 225° to 250° F. (107° to 121° C).

9 The definitions for the terms "surface clay," "fire clay," and

"shale" are based upon the following definitions for the term "clay": Clay.—An earthy or stony mineral aggregate consisting essentially of hydrous silicates of alumina, plastic when sufficiently pulverized and wetted, rigid when dry, and vitreous when burned at a suffic ient- ly high temperature.

581
534.11 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

CHEMICAL TESTS AND REQUIREMENTS

7. The consumer or purchaser may prescribe in advance special chemical requirements in cases where

sewage, industrial wastes, or ground waters have a marked acid or alkaline character or are of abnormally high temperatures. He may make use of chemical analyses of the brick or brick materials

to detect deleterious materials, such as caustic lime, iron pyrites, or any other materials which are known

to cause slaking or disintegration. Such deleterious matter contained in the brick material shall be

cause for rejection.

PHYSICAL TESTS

8. (a) The brick shall be subjected to absorption,

compression and transverse tests, and shall meet

testing machine the edge surface shall be bedded in a

thin coat of calcined gypsum (plaster of Paris) spread

upon plate glass previously coated with a film of

oil. Before applying the calcined gypsum (plaster

of Paris) the bearing surface of the brick shall receive a coating of shellac. The brick shall be

pressed firmly upon the surface, making the layer

as thin as possible, and be permitted to remain

undisturbed until set.

(6) The machine used for the compression tests

shall be equipped with a spherical bearing block kept thoroughly lubricated to insure accurate adjustment, which should be made by hand under

a small initial load. The radius of the spherical

bearing surface should be such that the center

of the sphere falls in the adjacent end surface of the specimen. During the test the beam of the testing

A = Cast-Iron Wedges; C =Soft Wood Block, D = Cold-RolledtketPlates. Figure 219

the requirements specified in Table 1 for such

tests.

(b) The standing of any set of bricks shall be

determined by that one of the three requirements

in which it is the lowest.

9. (a) At least five bricks after being dried to constant weight shall be completely submerged in water at a temperature of between 60° and 80° F. (15° and 27° C). The water shall be heated to

boiling within one hour, boiled continuously for

five hours, and then allowed to cool to a temperature

between 60° and 80° F. (15° and 27° C). The brick

shall then be removed, the surface water wiped off with a damp cloth, and the bricks quickly weighed.

(£>) The percentage of absorption shall be calcu- lated on the dry weight from the formula:

Percentage.of absorption=

where a equals weight of dry bricks and b equals

weight of saturated bricks.

10. (a) Compression tests shall be made on at

least five half bricks, previously dried, each taken

from a different brick. The half brick shall be prepared either by sawing or cutting upon a yielding

bed with a sharp mason's chisel which shall be the

full width of the brick. The specimens shall be

tested on_edge. To secure a uniform bearing in the

machine shall be kept constantly in a floating

position.

(c) The breaking load shall be divided by the

area in compression and the results reported in pounds per square inch.

11. (a) At least five bricks, previously dried,

shall be tested, laid flatwise on knife-edges with a span of 7 inches and with the load applied at mid span. Steel bearing plates about % inch thick by l}£-inch wide may be placed between the knife- edges and the brick. The use of a wooden base

block, slightly rounded transversely across the top, upon which to rest the lower knife-edges (see fig. 219),

or the form of lower knife-edge shown in Figure 220

is recommended. If the knife-edges shown inFigure 219 are used they should rest upon smooth plane

blocks of wood at least 2 inches thick.

(6) The modulus of rupture shall be calculated in pounds per square inch by the following formula:

ff _3 Wl

2 bd' in which I equals the distance between supports

in inches, b equals the breadth, and d equals depth

of the brick in inches, and W equals the load in pounds at which the brick failed. The measure- ment d is taken at the fractured surface after the specimen is broken.

582
CLAY AND CLAY PRODUCTS

Table 1.

Physical test requirements for different classes of brick

534.11

Class

Class A, vitrified Class B, vitrified Hard.... Medium

Absorption limits

Mean of 5 tests

Per cent

3 or less 5 or less 5 to 10 10 to 15

Individual, maximum

Per cent

6.0

12.0 17.0

Compressive strength (on edge)

Mean of 5 tests

Lbs./in.' 6,000 or over.... do

3,500 or over

2,000 or over

Individual minimum

Lbs./in.'

4,000

2,500

1,500

Modulus of rupture

Mean of 5 tests

Lbs./in.' 1,200 or over.... do

600 or over

450 or over

VISUAL INSPECTION

12. (a) All brick shall be given a thorough visual inspection at the sewer trench by a competent

inspector employed by the purchaser to determine

whether the brick, independently of the chemical and

physical requirements, comply with the specifica- tions of general properties as follows:

(6) Bricks shall be of rectangular cross section, full

size, and of uniform dimensions throughout. Recessed bricks shall not be accepted.

(c) Bricks shall have straight, parallel edges and

square corners, The ends and at least one edge

1 . These specifications cover brick made from clay

or shale and properly burned, intended for use in brick masonry.

PHYSICAL PROPERTIES AND TESTS

2. (a) The bricks shall be classified as grades

A, B, and C on the basis of the following require- ments: The classification of any lot of bricks shall be determined by the results of the tests for that requirement in which it is lowest, unless otherwise

specified as provided in section 8

-fRad.approx.

\-ir*J Section

A,B" Cast-iron Wedges- C-Soft Wood Block; D} E,F = Cold-Rolled Steel. Figure 220

shall have a smooth plane surface; kiln marks not

exceeding one-sixteenth inch in depth shall be permitted on the opposite edge.

(d) Bricks shall be thoroughly and uniformly

burned and when broken shall show a fracture of uniform and compact texture.

(e) The color of the bricks shall be considered

to indicate their burning, providing the meaning of the variation in color be first determined from an

investigation of the materials and the process of manufacture.

(J) Bricks shall be free from checks or cracks extending into the body of the brick in a manner

that would affect their serviceability or strength. Bricks shall be free from stones, pebbles, and visible grains or masses of lime.

(g) Bricks when struck together or when struck with a trowel shall give a clear ringing sound. American Society for Testing Materials, tentative

specifications for building brick (made from clay

or shale), serial designation C62-29, 1929,

Name of grade

Compressive strength

(bricks flatwise) Modulus of rupture

(bricks flatwise)

Mean of 5 tests

Indi- vidual mini- mum

Mean of 5

tests

Indi- vidual

mini- mum

Grade A

Lbs./in.' 4,500 or over...

2,500 to 4,500..

1,250 to 2,500—

Lbs./in.'

3, 500 2,000

1,000

Lbs./in.' 600 or over..

450 or over..

300 or over..

Lbs./in.' 400

300

200 Grade B

Grade C

Note.—The above classifications are based on strength and do

not necessarily measure weather resistance.

(b) The tests shall be conducted in accordance

with A. S. T. M. C67-28T. (See 534.10, p. 574.)

3. For the purpose of tests, bricks representative

of the commercial product shaU be selected by a

competent person appointed by the purchaser, the

100925°—30 38 583
534.11 STANDARDS AND SPECIFICATIONS FOE NONMETALLIC MINERALS

place or places of selection to be designated when

the purchase order is placed. The manufacturer

or seller shall furnish specimens for tests without

charge. All bricks shall be carefully examined and

their condition noted before testing. For the purpose of tests, not less than 10 bricks shall be

required for each investigation. In general, two

samples of 10 bricks each shall be tested for every

100,000 bricks contained in the lot under consideration, but where the total quantity exceeds 500,000 the number of samples tested may be fewer, pro- vided that they shall be distributed as uniformly

as practicable over the entire lot. Additional

representative samples may be taken at any time

or place, at the discretion of the purchaser.

STANDARD SIZES

4. The standard sizes shall conform to the

following dimensions, with a permissible variation,

plus or minus, of Yie, inch in depth, }i inch in width,

and }i inch in length:

Type Depth Width Length

Common brick . Inches

2Yi 2H2H

Inches3%

3

3A

3Vs

Inches

8

8

8 Rough-face brick Smooth-face brick

WORKMANSHIP AND FINISH

5. When any particular surface appearance or uniformity is desired, it shall be as mutually agreed upon. INSPECTION AND REJECTION

6. All brick shall comply with the following

requirements for general properties under visual inspection:

(a) They shall be free from cracks, warpage,

stones, pebbles, or particles of lime that would

affect their serviceability or strength.

(b) Bricks of Grades A or B when struck together

shall give a ringing sound.

7. If the visual inspection (sec. 6) appears to

indicate inferior strength, the brick may be rejected

unless the physical tests show the quality or grade

to be as specified.

8. At the option of the purchaser, acceptance

may be based on the visual inspection requirements

specified in section 6 and the results of one of the strength tests (compression or flexure) specified in section 2. While the compressive strength is considered as generally giving the better basis for classification purposes, the flexure test gives

important information on the strength and proper manufacturing details. Federal Specifications Board, specification No.

504, United States Government master specifica- tion for brick, clay, common, July 11, 1927.

CLASSES

This specification is applicable to common solid or hollow (not face) clay brick of any of the follow- ing four classes: V, vitrified; H, hard; M, medium;

and S, soft. MATERIAL AND WORKMANSHIP

Brick under this specification shall be of clay or

shale, be sound, of compact structure, reasonably

uniform in shape, free from stones and pebbles that would affect their serviceability or strength, and

without excessive laminations or warpings,

GENERAL REQUIREMENTS

The standard size of brick shall be 2}i by 3% by

8 inches, with permissible variations of }i inch in breadth or depth and % inch in length. Bricks shall be delivered in good condition, with

not more than 5 per cent broken. At the completion of the absorption test the bricks

shall show no evidence of disintegration.

DETAIL REQUIREMENTS

The brick shall meet the following absorption

and strength requirements for its respective class. The standing of any set of bricks shall be deter- mined by the requirements in which it is lowest. Unless otherwise specified in the invitation for bids, medium (M) or hard (H) brick shaU be accepted in

lieu of soft (S) brick, and hard (H) brick in lieu of medium (M) brick. Physical requirements

Absorption Transverse breaking load, 7-inch span

Class Average of 5 Individual maximum Average of 5 Individual minimum

V

Per cent

5 or less. Per cent6 Pounds

2,170 or more

1,080 or more

810 or more

Pounds

1,450 725 540

360 H 5 to 12 15 M 12 to 24 28 S 24 or more No limit. 540 or more

METHOD OF SAMPLING AND TESTS

1. Sampling.-—Ten bricks selected by the inspector, so as to be fairly representative of a quantity not exceeding 50,000 bricks, shall constitute a

sample. If the bricks are delivered by car or boat, one sample shall be taken from each carload or boatload. If the bricks are delivered by truck or wagon, one or more samples shall be taken at the point of origin, covering all of the material from

which shipments are to be made. Additional

representative samples may be taken at any time

or place, at the discretion of the inspector.

2. Tests.—The sample shall be dried to constant weight at a temperature of 212° to 220° F.

(a) Absorption.—When cool, 5 of the 10 bricks

in the sample shall be weighed separately on scales sensitive to within one-half of 1 per cent of the

weight. They shall then be completely immersed

in soft, distilled, or rain water at room temperature.

The water shall be brought to a boil within one hour and boiling continued for five hours. The

bricks shall be allowed to cool to room temperature

in the water. They shall then be removed from the water and weighed, after wiping the surface with a damp cloth. This weight minus the weight of the dry bricks equals the weight of the water absorbed,

which is calculated to per cent of the weight of the dry bricks. Where means are not available for boiling the

bricks, the absorption test may be made by immersing the dry bricks in soft, distilled, or rain water at ordinary temperature for five hours. When this method is used, the absorption limits

for the different classes shall be reduced one-fourth below the values given in Section V for both the average and the individual maximums.

In cases of disagreement as to the resulting

classification, the absorption shall be determined

by the boiling method and the full percentage

absorption for the respective classes given in Section V applied. The same bricks, redried to constant weight, may be used in any such retest.

584
GLASS AND GLASS PRODUCTS 534.11

(b) Transverse strength.—The other five bricks

of the sample, previously dried, shall be tested laid flatwise on a span of 7 inches and with the load applied at the mid-point of the span with a standard

testing machine or a calibrated portable or semi- portable testing equipment. A steel bearing plate

about }i inch thick by Vft inches wide shall be

placed between the upper knife-edge and the

brick. The knife-edges in contact with the brick

shall be mounted so they will adjust themselves

to the irregularities in the shape of the brick, and

one or both of the lower bearings shall be free to foUow any movement of the brick during the test. NOTES

1. Strength tests.—The acceptance procedure has been simplified to permit making the necessary

tests at the building site or at the manufacturer's

plant without the use of laboratory equipment,

although the latter should be used where available. Responsibility for the accuracy, calibration, and

general sufficiency of the equipment used necessarily devolves on the purchasing or inspecting

officer concerned. The following specification is suggested for portable or semiportable equipment

for conducting the transverse test: Portable or semiportable equipment for conducting transverse tests of building brick shall be capable

of applying a center load of not less than 4,000

pounds on bricks laid flatwise on a span of 7 inches. A steel bearing plate about }i inch thick by 1J4 inches wide shall be placed between the upper

knife-edge and the brick. The knife-edges in contact with the brick shall be mounted so they will adjust themselves to the irregularities in the shape

of the brick, and one or both of the lower bearings

shall be free to follow any movement of the brick during the test. The equipment shall be constructed so it can be

calibrated in a standard testing machine and shall accommodate bricks having x/i inch variation above

or below the standard 2){ inch thickness and 3%

inch width. It shall be constructed so the load can be applied by hand with a maximum force of 50 pounds. The parts shall be designed so as not

to be readily damaged or displaced by shipment or handling and a suitable carrying case with one

handle for the portable and two handles for the semiportable equipment shall be provided.

The weight of the portable equipment, inclusive

of carrying case, shall be not more than 55 pounds,

and the accuracy and sensitiveness shall be within 30 pounds up to 2,000 pounds applied load and

within 60 pounds for higher loads. The weight of the semiportable equipment,

inclusive of carrying case, shall be not more than

110 pounds and the accuracy and sensitiveness shaU be within 10 pounds up to 2,000 pounds applied load and within 20 pounds for higher loads.

Bidders shall submit description of apparatus it is proposed to supply and the general limits of sensitiveness and accuracy obtain- able with it.

2. Significance of the brick classification.—The

classification is based on strength and absorption

values chosen so that bricks grading as medium or harder can be considered suitable for use in exterior

walls. This should not be taken as a rigid distinc- tion on account of the wide range in the character

of clays and processes used in brick manufacture,

which makes it difficult to define weathering resist- ance in terms of properties that can be determined

in acceptance tests. The purchasing officer should be

guided in part by the experience with comparable

bricks in the locality where those under test are to be

used. In cases of doubt and where the time and

equipment are available acceptance in point of

weathering resistance can be based on ability to with- stand 100 alternations of freezing and thawing con- ducted according to generally accepted laboratory

procedure. Failure is to be considered as reached when the samples are cracked or show superficial

disintegration or spalling, with loss of weight of more

than 5 per cent of the initial dry weight.

Where the wall is faced with 3 inches or more of

stone, terra cotta, brick, or other veneer the weathering resistance of the material for the backing is without significance.

National Paving Brick Manufacturers' Association,

recommended specifications, vitrified paving brick, 1924. (The full text of the specification includes direc- tions for laying the brick.) QUALITY

Vitrified paving brick shall be evenly burned and

thoroughly annealed. They shall be hard and tough.

The texture and structure of the brick shall appear

uniform and shall disclose freedom from open or marked lamination. SIZES The transverse dimensions of vitrified paving

brick, as shown in the plans and designated in the

bids, shall be 3 by 4 inches or 3J4 by 4 inches, and

variation from these dimensions shall not exceed Y% of an inch. The length of the brick shall be 8}4 inches and variation from this dimension shall not

exceed of an inch.

STYLE OF BRICK AND DEPTH OF WEARING

SURFACE

Wire-cut brick shall be used for wearing surface as indicated on the plans for the project, 3, 3J4 or 4

inches in depth; repressed brick for wearing surface, 4 inches in depth.

SHAPE

Ends of the brick may be double-beveled not more than Ys of an inch. Lugs, if any, shall be not

less than two nor more than four in number, extending from the body of the brick not more than onefourth of an inch. Special brick for hillside grades,

exceeding from 5 to 8 per cent, shall have one or more

longitudinal edges or faces chamfered or grooved

not more than three-fourths of an inch. INSPECTION AND TESTS

Shipments in excess of 100,000 brick to one or more

projects under the jurisdiction of the engineer

shall be inspected and tested at the place of manufacture. Shipments of less than 100,000 brick may,

at the option of the engineer, be tested at the plant

or on the cars or street after delivery. Brick shall not lose of their weight more than per cent when tested in the standard rattler of, and in accord- ance with, the standard specifications for paving

brick of the American Societv for Testing Materials,

serial designation C7-29T. (See 534.11, p. 577.) The

forementioned standard specifications shall likewise govern visual inspection and are hereby made a part

of these specifications.

DELIVERY AND PROTECTION OF BRICK

Brick shall be handled carefully and piled neatly

outside the roadway before grading is completed in

sufficient quantity to complete the brick surface, provided that they may be brought upon the work

immediately prior to laying if delivery can be

accomplished with no injury or delay to work in

585
534.11 STANDAEDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

progress. Brick shall be so piled and protected that they will be kept clean. They shall be clean when

they are laid in the pavement.

United States Department of Commerce, division

of simplified practice. In accordance with unanimous action of joint conferences of representatives of manufacturers,

distributors, and users, the United States Department of Commerce recommends that recognized

dimensions of brick be reduced to the following

lists: RECOMMENDATION NO. 1, MARCH 31, 1927

Varieties

[Sizes in inehesi1

Plain wire-cut brick

(vertical fiber lugless) as usually laid

Wire-cut lug brick (Dunn)

Width Depth Length Width Depth Length

44

4

2Vi 3m

mm

3& 4

Repressed lug brick

Width Depth Length

3H 4

i Tolerance of ys inch in width and depth and of M inch in length

allowable. RECOMMENDATION NO. 7, JUNE 21, 1923

Approximate dimensions

[Expressed in inches]

Types Length Thickness Width

Common brick Rough face brick Smooth face brick

oooooo 2H

234 2H

3%

3%

3VS

534.12 Fire Brick and Fire -Clay Brick.

American Marine Standards Committee, fire-clay refractories for marine service, Standard E No.

13, 1927.

(A) MATERIALS

1. Fire-clay brick.—This term covers brick of standard or special shape composed of heat-resisting

clay or clays which has been burned to produce

the desired strength and structure. The brick

or shape shall be compact, of homogeneous structure,

free from checks, cracks, voids, or soft centers. They shall be free from such swells, warps, twists or distortions as would prevent ready and accurate

laying up with a maximum joint of Ys inch. All cor- ners shall be sufficiently solid and strong to prevent

excessive crumbling or chipping when handled.

All brick of the standard 9-inch series shall not vary from specified dimensions more than Yz inch

in width and thickness, and %6 inch in length. For special shapes no dimension shall vary more

than 2 per cent from the dimension specified, unless greater variation is allowed by contract, but in no case shall a variation of less than % inch

be specified.

2. Fire clay shall be heat resistant and shall be of

essentially the same composition as that of the brick with which it is to be used. It shall be sufficiently free from grit and of such quality and plasticity that it will spread satisfactorily with a trowel when

tempered with water.

3. Plastic refractory.—The material covered by

this specification is essentially a mixture of grog, raw clay, and sufficient water to render the mass

plastic and of a stiff mud consistency. The grog

is composed principally or entirely of calcined clay,

and the raw clay is a plastic grade used to' supply

the necessary working properties and bond.

(B) GRADES

1. Fire-clay bricks shall be furnished in either

of the four following grades as required:

SH75.—Intended for use under most severe conditions of boiler practice where installations are operated at an average rating of not less than 175. Material of this class should have high resistance

to slagging, spalling, and severe temperatures.

H75.—Intended for use under conditions such

as are common in general boiler practice, where

resistance to slagging, spalling, and high temperature is important.

M73.—Intended for use at moderate temperatures

such as are encountered in hand-fired boilers oper- ating at a rating not exceeding 125 and where resist- ance to spalling and slagging is important under

these conditions of temperature.

H25.—Intended for service in which resistance to slagging and spalling is not of particular importance,

but in which the refractory is expected to resist deformation under load as well as under high

temperature such as are encountered in spring

arches.

2. Fire clay shall be furnished in one grade only

as described in A2.

3. Plastic refractory shall be furnished in one

grade only as described in A3.

(C) DETAIL REQUIREMENTS

1. Fire clay brick—Grade SH75.—(a) The material

shall contain not more than 65 per cent total silica (SiO^) as determined by chemical analysis.

(6) The softening point shall be not less than that

of standard pvrometric cone No. 31 (approximately,

1,680° C, or 3,056° F.).

(c) The product shall withstand 15 quenchings

without failure. Grade H75.—(a) The softening point shall be

not less than that of standard pyrometric cone No. 31 (approximately, 1,680° C, or 3,056° F.).

(6) The product shall withstand 12 quenchings

without failure. Grade M7S.—(a) The softening point shall not

be less than that of standard pyrometric cone No. 29

(approximately, 1,640° C, or 2,984° F.).

(b) The product shall withstand 2 quenchings

without failure. Grade H25.—(o) Refractories of this grade shall contain 65 per cent or more total silica (SiCy.

(b) The softening point shall be not less than that

of standard pyrometric cone No. 28 (approximately,

1,615° C, or 2,939° F.).

(c) The product shall withstand 6 quenchings

without failure.

(d) The deformation under load shall not exceed 3 per cent.

2. Fire clay.—(a) The softening point shall not be more than three cones (approximately 60° C,

or 108° F.) lower than that of the fire brick with

which is to be used.

(6) Material shall be furnished air dry and ground

to such fineness that not less than 90 per cent shall

586
CLAY AND CLAY PRODUCTS 534.12

pass through a United States standard sieve No. 20. (See A. S. T. M. Ell, 500.2, p. 1.)

(c) The material shall show satisfactory bonding

power, as defined in D2.

(d) It shall contain not more than 65 per cent

total silica (SiCy as determined by chemical analysis.

3. Plastic refractory.—(a) The moisture content when delivered shall not exceed 15 per cent (mechanical water).

(6) The minimum softening temperature shall not be less than that of standard pvrometric cone No. 31 (approximately, 1,680° C, or 3,056° F.).

(c) The total linear dry and burned shrinkage

shall not exceed 4 per cent of the plastic length.

{<£) The material shall contain not more than 65 per cent total silica (SiOo) calculated on the dry

weight.

(D) TESTS

1. Fineness.—(a) One hundred grams of the sample as received shall be placed on a No. 20 sieve and

shall be washed by means of a stream of water from

a faucet. The washing shall be continued until the water coming through the sieve is clear, but in no

case should the washing be continued for more than

30 minutes. The residue on the sieve shall be dried to constant weight at a temperature between 110° and 150° C. The sieve carrying the dried residue

shall then be held in one hand in a slightly inclined

position, so that the sample will be well distributed over the sieve, at the same time gently striking the

side about 150 times per minute against the palm of the other hand on the upstroke. The sieve shall be turned ever}' 25 strokes about one-sixth of a revolu- tion in the same direction. The operation shall continue until not more than 0.5 g passes through in one minute of continuous sieving. The fineness

shall be determined from the weight of the residue on the sieve expressed as a percentage of the weight

of the original sample.

(6) A piece of rubber tubing attached to a water

faucet is to be used for the washing. The velocity

of the water may be increased by pinching the

tubing, but should not be sufficient to cause any

splashing of the sample over the sides of the sieve.

(c) Mechanical sieving devices may be used, but

the material shall be accepted if it meets the fineness requirement when tested by the hand method

described.

2. Bond.—(a) The material shall be tested for bonding power by mixing one portion with water to a creamy consistency and another portion to a good troweling consistency. These mixtures shall then be used in laying up a pier of three of the fire- clay brick, laid flat, with which the clay is to be

to be used m service. The faces of the brick to be

bonded shall be dipped in the mixture of creamy

consistency, a thin layer of the other mixture added,

and the brick then firmly rubbed into place. In no

case shall the mortar "joint" exceed one-eighth inch.

(6) When the pier is air dry, it is to be fired uniformly in a suitable furnace to a temperature of 300° C:, or 540° F., lower than the minimum allow- able softening point of the fire clay brick (as defined

herein) with which it is to be used in service. The

pier shall be allowed to cool in the furnace and when

cold shall be sufficiently well bonded to remain

intact when luted by grasping the top brick.

3. Softening point.—This is to be determined

according to A. S. T. M. method C24. (See 534.10,

p. 573.)

4. Corn-position.—The content of total silica shall be determined bv A. S. T. M. method C18-21. (See 534.10 p. 564.)

5. Quenching.—(a) This test shall be conducted on standard 9-inch straight brick which have been

brought uniformly, under no load, to a temperature

of 1,400° C. (2,552° F.) in not less than five hours, held for five hours, and allowed to cool in the kiln, without induced draft, to room temperature.

(6) The quenching shall be conducted in the

following manner: The brick shall be heated by

placing it in the door of a suitable furnace which is being held at a temperature of 850° C. (1,562° F.). The heated end of the brick should be flush with the

inner face of the furnace and the outer end should be exposed to the free circulation of air.

(c) At hourly intervals the hot end of the brick

shall be immersed in running water for three minutes

and to a depth of 4 inches. The brick shall then be

removed, allowed to steam in the air for five minutes,

and returned to the furnace door. This cycle is repeated 15 or less times, according to grade require- ments as specified in CI, unless the specimen has

failed previously.

(d) The brick is considered to have failed when

the entire plane surface of the heated end has completely spalled away, or when the structure of the

brick has become so weakened that the end can be

easily removed with the fingers.

(e) The results for any one brand shall be reported

as the average of five specimens.

6. Load test.—The load test shall be conducted

according to A. S. T. M. method C16-20. (See

534.10, p. 560.)

7. Shrinkage, plastic refractory.—The total linear dry and burned shrinkage shall be conducted on

brick which have been prepared of the material (as delivered) by hand ramming with a wooden mallet

in suitable wooden molds of inside dimensions

approximately 2J4 by 4^ by 9 inches. The brick

shall be removed immediately from the mold and

set on edge on a suitable pallet and marked on the

9 by 4^2 inch faces with gage marks approximately

8 inches apart. The sample shall then be carefully

dried, then burned uniformlv, under no load, to

1,400° C. (2,552° F.) in not less than five hours,

and held at this temperature for five hours and

allowed to cool in the kiln and without induced

draft to room temperature.

The distance between gage marks shall be measured to the nearest thirty-second of an inch and the shrinkage calculated in accordance with the following formula:

Per cent shrinkage=^p^xlOO

where

Lw —length of the specimen in plastic state. Lb = length of specimen after burning at 1,400° C. The shrinkage of any one specimen shall be

reported as the average of the distance between the two sets of gage marks and results of any one brand

shall be reported as the average of five specimens.

Note.—The cones referred to in this specification are known as the Orton pyrometric cones.

(E) PURCHASE CONDITIONS AS TO TESTS

(a) The tests herein specified define the characteristics of the materials for the guidance of manufacturers and dealers. The purchaser shall have

the right to test materials in accordance with these

specifications before accepting them, but before

exercising such right he shall invite the manufacturer

to make a joint selection of the materials to be tested

so as to avoid any question as to fairness of selection.

(6) In current purchases, based on these specifi- cations, of materials for immediate use, without

opportunity to the purchaser to make tests, it will be assumed that the materials supplied by the

seller conform to the requirements, and in such

cases, or whenever tests by the purchaser are waived, the seller shall, upon request, furnish satis- factory evidence that the materials supplied were

587
534.12 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

successfully tested in an approved laboratory according to the methods prescribed in this specification, or shall give other satisfactory guaranty that they

possess the requisite characteristics to meet the requirements under the specified tests. American Society for Testing Materials, standard

definitions for clay refractories, serial designation

C27-28, 1928.

1. The following definitions relating to the re- sistance to heat of clay refractories are recom- mended for the purpose of classification:

2. The softening point referred to in the following

definitions shall be determined in accordance with

A. S. T. M. C24. (See 534.10, p. 573.) HIGH HEAT DUTY BRICK

(A) CLAY FIRE BRICK

(Silica content less than 70 per cent)

3. The softening point of clay fire brick for high

heat duty shall not be lower than that of standard

cone No. 31 (about 1,680° C, or 3,055° F.).

4. When a brick of this type softens at a temperature not below the softening point of standard cone No. 29 (about 1,640° C, or 2,985° F.) it may be

tested according to classification (B) for silicious clay fire brick without losing in standing if it passes the tests.

(B) SlUCIOirS CLAY FIRE BRICK

(Silica content 70 per cent or over)

5. The softening point of silicious clay fire brick

for high heat duty shall not be lower than that of standard cone No. 28 (about 1,615° C, or 2,940° F.).

6. All silicious clay fire brick for high heat duty

shall be subjected co a load test in accordance with

A. S. T. M. C16. (See 534.10, p. 560.) The pres- sure to be applied upon the brick (placed on end)

shall be 25 lbs./in.2 and the maximum furnace temperature 1,350° C. (2,460° F.). The brick shall not show a contraction of more than 4 per cent of the original length nor an expansion of more than

1 per cent. INTERMEDIATE HEAT DUTY BRICK

7. The softening point of brick for intermediate heat duty shall not be lower than that of standard cone No. 28 (about 1,615° C, or 2,940° F.). MODERATE HEAT DUTY BRICK

8. The softening point of brick for moderate

heat duty shall not be lower than that of standard cone No. 26 (about 1,595° C, or 2,905° F.). LOW HEAT DUTY BRICK

9. The softening point of brick for low heat duty

shall not be lower than that of standard cone No. 19 (about 1,520° C, or 2,770° F.). American Society for Testing Materials, standard

specifications for clay fire brick for malleable fur- naces with removable bungs and for annealing ovens,

serial designation C63-28, 1928. _

(Paragraphs designated (b) and (/) under the heading "Purpose and utility of specifications,"

and also sections 1 and 2 of A. S. T. M. C64, see below,

are part of this specification.)

Purpose and utility of specifications—The purpose of these specifi- cations is the selection of clay fire brick that are suitable for service

in malleable furnaces under general conditions of operation and

Factors directly or indirectly affecting the life of the brick are as

follows: , , A. Factors dependent upon fuel or firing: Character and kind of fuel. Character of ash or fluxing ingredients.

Quantity of ash or fluxing ingredients. Method of firing. Character of blast and length of flame. Pressure cf blast. Direction of flame and impinging of flame upon brickwork. B. Factors dependent upon furnace design or construction: Rise and span of arch. Type of bung frame. Care taken and method followed in laying brick and building bungs. Tightness with which brick are clamped in bung frames. Kind of clay used in laying brick. Thickness of walls. C. Factors dependent upon character of charge: Kind and amount of scrap used. Amount of foreign material and rust on scrap Percentage of pig in charge. D. Factors dependent upon operating conditions Method of charging. Operating temperature. Duration of melting period. Size of heats and number of heats per day. Care taken and method followed in handling bungs.

Positions of brick in furnace and practice followed in shifting bungs. These specifications do not include a requirement for slag resist- ance, although evidence indicates that the brick, and especially the

side-wall brick, should be resistant to the corrosive action of slag. In the light of present knowledge, however, none of the slag tests that have been proposed can be regarded as satisfactory for malleable furnace service. The bungs and side walls must withstand high-operating temperatures. This is insured by the softening-point requirement. They

must be resistant to rapid temperature changes; hence the spallingtest requirement. The spalling requirements for side walls have

been made less stringent than for bungs, as the spalling conditions

are less severe. Side-wall brick must also withstand slag action at the slag line, and the brick which are most resistant to slagging do

not usually withstand spalling to the highest degree. Practical experience has shown that in bungs and side-wall brick the silica content should not be excessively high. This is eared for by imposing a maximum limit on the percentage of silica. A minimum

limit is placed upon the cold breaking strength, merely to insure that the bung brick shall be strong enough to withstand clamping

in the bung frames and to withstand shipping and handling with- out excessive scuffing. It is recognized that high strength is not

necessarily desirable.

Test requirements

Silica content maxi- mumSoft- ening

point mini- mum

Spall- ing

(loss)

Modulus of rupture 1 mini- mum

Linear change 3 average

condition

Per Per Lbs./

cent Cone cent in.' Malleable furnace bungs . _. 65 31 3 20 200 Malleable furnace side walls and bridges 65 31 * 20 » 1.5 Malleable furnace fire-box linings and lower stack

linings... ' 1.5 Malleable furnace upper

stack lining _ 28 » 1.5 Annealing oven fire-box (»)16

« 1.5 Annealing oven chamber 8 1.5

i Tested cold.

s When duplicate samples are heated uniformly and maintained

at the temperatures as designated below for five hours and cooled,

s 18 dips.

4 9 dips.

» 1,400° C.

8 The softening point shall not be below cone 31 in the case of the

nonsiliceous grade and not below cone 28 in the case of the siliceous grade. Brick are considered as being of nonsiliceous grade when

the silica content is 65 per cent or less and of siliceous grade when

the silica content is greater than 65 per cent.

' 1,350° C.

8 1,150° C. The test methods for this specification are the same as for A. S. T. M. C64, below. The spalling

test shall be made on standard 9-inch straight brick

or standard 9 or 13 inch bung brick. The explanatory note at the conclusion of C64 is also part of this

specification.

American Society for Testing Materials, standard

specifications for clay fire brick for stationary

boiler service, serial designation C64-28, 1928.

588
CLAY AND CLAY PRODUCTS 534.12

GENERAL

Purpose and utility of specifications.— (a) The purpose of these

specifications is the selection of the clay fire brick for general boiler

service. Thev may not apply to the special conditions sometimes

encountered in high-power utility boilers. In these plants general conditions may not apply and the selection of the refractories often becomes a special problem for the particular plant involved.

(6) Use of these specifications will not relieve the buyer of all responsibilitv in the selection of the refractories best suited to his particular practice. Of the brands which meet these requirements, some mav give highly satisfactory service in one installation and fail to do so in another. Certain brands may give best service in one

plant, other brands in another plant. The reason forthis variability in service lies in the almost countless combinations of conditions which mav exist in boiler-furnace operation. Some of the factors which directly or indirectly affect the life of the brick are the following:A. Factors dependent upon design or construction of the setting: Furnace volume.

Thickness and height of walls. Use of relieving arches or sectional wall supports. Degree of insulation. Provision for air or water cooling of refractories. Type of stoker arch. Height of stoker arch above grates or stoker. Provision for expansion of the brickwork. Care taken and method followed in laying brick. Character of mortar used in laying brick. B. Factors dependent upon fuel and firing: Hand or mechanical firing. Type of grate, stoker, or burner. Character and kind of fuel. Direction of flame and impingement on brickwork; Character of ash or fluxing ingredients. Quantity of ash or fluxing ingredients. Fusibility and viscosity of ash. C. Factors dependent upon operation: Air leaks in furnace walls. Temperature of operation. Care and promptness in cleaning boiler tubes. Continuity of operation. Character of furnace atmosphere.

Violence of temperature fluctuations. Rate of operation. Segregation of different sizes of coal on chain grates. Pressure or draft conditions in furnace. Care and promptness of making minor repairs. Method of removing adhering clinker. Abrasion of brickwork.

(c) In these specifications brick are divided into siliceous and nonsiliceous grades, but no other definite requirement is stipulated as to

analysis, as no definite relationship between analysis and service has been demonstrated. The softening-point requirements are well above the temperatures actually attained by the brickwork in general

boiler practice. . ,,. , (d) The most important causes of failure are spalling and slag

action. The spalling test specified will select brick of satisfactory resistance to thermal shock for general boiler practice. In those

installations where exceptionally severe spalling seems to occur the

failure of the brick may in many cases be the result of factors which

can not be measured in the spalling test. Such conditions call for study by a competent engineer.

(e) Brick which are subjected to severe slagging conditions in

service should not be required to meet a severe spalling test require- ment. Although slagging is one of the major causes of failure of the

refractories, no test for slag resistance is included m these specifica- tions for the reason that in the light of present knowledge none of the methods of making slag tests that have been proposed can be

regarded as satisfactory.

(/) Revision of the requirements is to be expected as methods of

testing are further perfected and as the effect of operating conditions upon the life of the brick becomes better understood. However,

clav fire brick which fail to meet the requirements of these specifi- cations may be regarded as unsatisfactory for general service.

1. These specifications are intended to cover

only burned products made from fire clay by the

usual processes of manufacture and containing not more than 55 per cent alumina or 85 per cent silica. Even within this range of composition it is not

intended to include products other than those

regularly sold as clay fire brick.

SIZE TOLERANCE

2. Variations (plus or minus) of 2 per cent from

specified dimensions covering both shrinkage and

warpage shall be allowed on dimensions of 4 inches

or over. On dimensions under 4 inches 3 per cent

variation shall be allowed. TEST REQUIREMENTS

MODERATE HEAT DUTY BOILER SETTINGS

3. The requirements for brick for moderate high

duty boiler settings are intended to apply to boiler

furnaces in which the temperatures are not over

2,400° F. (1,315° C).

A. Zone of highest temperatures (side walls, arches, doors, and

jambs)

4. (a) Softening point.—The softening point

shall not be below cone 29 in the case of the nonsiliceous grade 10 and not below cone 27 in the case

of the siliceous grade.

(b) Linear change.—When duplicate samples are heated uniformly to a temperature of 1,350° C,

maintained at this temperature for five hours and

cooled, they shall not show an average contraction

of more than 1.5 per cent of the original length.

B. Zone of lower temperatures (backing-up brick for highest temperature zone and walls beyond first tube b ank)

5. (a) Softening point.—The softening point shall not be below cone 18.

(b) Modulus of rupture.—The modulus of rupture

of the brick tested cold shall not be under 500

lbs./in.2 HIGH HEAT DUTY BOILER SETTINGS

A. Zone of highest temperatures (side walls, bridge walls, arches,

doors, and jambs, and first pass side walls)

6. The requirements for brick for zone of highest

temperatures in high heat duty boiler settings are intended to apply to boiler furnaces in which the temperature of the combustion chamber is contin- uously or a significant portion of the time above

2,400° F. (1,315° C.) under norml conditions of operation. The refractoriness of the nonsiliceous grade is assured by the softening point, but for this requirement in the case of the siliceous grade it is necessary to incorporate both the softening point

and load test.

7. (a) Softening point.—The softening point shall not be below cone 31 in the case of the nonsiliceous grade and not below cone 28 in the case of the

siliceous grade.

(i>) Linear change.—When duplicate samples are heated uniformly to a temperature of 1,400°^.,

maintained at this temperature for five hours, and

cooled, they shall not show an average contraction

of the original length of more than 1.5 per cent in the case of the nonsiliceous grade and 0.75 per cent

in the case of the siliceous grade.

(c) Spalling.—When subjected to the spalling

test, brick shall withstand an average of five dips

in the case of the nonsiliceous grade and three dips

in the case of the siliceous grade.

(d) Deformation.—Reformation in the standard

load test at 1,350° C. under a load of 25 lbs./in.2 shall not be over 6 per cent in the case of the sili- ceous grade.

8. Service condition No. 1.—For division walls heated on both sides the following requirements

shall apply:

(a) Softening point.—The softening point shall not be below cone 31 in the case of the nonsiliceous grade and not below cone 28 in the case of the

siliceous grade.

(b) Deformation.—Deformation in the standard

load test at 1,350° C. under a load of 25 lbs./in.2 shall not be over 6 per cent in the case of the nonsiliceous grade and not over 4 per cent in case of the

siliceous grade.

Note.—It is not practical to include a spalling test for brick subject

to rigid load test requirements.

9. Service condition No. 2.—Under severe conditions of spalling, the following requirements shall apply:

(a) Softening point.—The softening point shall not be below cone 31 in the case of the nonsili10 Brick are considered as being of siliceous grade when the silica content is greater than 65 per cent and of nonsiliceous grade when

the silica content is 65 per .cent or less.

589
534.12 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

ceous grade and not below cone 28 in the case of the

siliceous grade.

(b) Linear change.—When duplicate samples are heated uniformly to a temperature of 1,400° C,

maintained at this temperature for five hours and

cooled, they shall not show an average contraction

of the original length of more than 2 per cent in the case of the nonsiliceous grade and 1 per cent in the case of the siliceous grade.

(c) Stalling.-—When subjected to the spalling

test, brick shall withstand an average of nine dips

in the case of the nonsiliceous grade and four dips

in the case of the siliceous grade.

Note.—It is not practical to include a limit for deformation under

load si nee fire-clay brick which are so made as to give the highest resist- ance to spalling are relatively weak under load. 10. Service condition No. 3.—For service where

slagging conditions are severe the following require- ments shall apply:

(a) Softening 'point.—The softening point shall not be below cone 31 in the case of the nonsiliceous grade and not below cone 28 in the case of the

siliceous grade.

(6) Linear change.—When duplicate samples are heated uniformly to a temperature of 1,400° C,

maintained at this temperature for five hours, and

cooled, they shall not show an average contraction

of the original length of more than 1 per cent in the

case of the nonsiliceous grade and 0.5 per cent in the case of the siliceous grade.

(c) Water absorption.—Water absorption shall not be over 10 per cent in the case of the nonsiliceous grade and 18 per cent in the case of the siliceous grade.

Note.—These tests are specified for conditions of severe slag erosion to insure good refractoriness and high density, as these properties are known to be important. No slag test has been devised which gives quantitative results that can be used in specifications. 11. When any one of the three special service conditions described in sections 8, 9, and 10 is to be

met, it shall be expressly stipulated by the purchaser.

B. Zone of lower temperatures (backing-up brick for highest temperature zone, and walls of Eecond and third passes). 12. The service to which brick in the zone of lower temperatures are subjected varies with the

size and type of boiler, thickness of walls, degree

of insulation, draft conditions, and position in the

furnace. Leaky baffles may sometimes cause the

brick beyond the first tube bank to be subjected to unexpectedly high temperatures. Depending upon

the particular conditions and upon the margin of safety desired, the brick used may be of the same

grade as used in the zone of highest temperatures

as described in section 7 or of one of the following

grades

:

Grade A Grade B Grade C

Softening point, not under cone 28 26 18 Modulus of rupture, Ibs./in. 2

, not under 450 500 500

METHODS OF TESTING

13. The determination of silica content shall be

made in accordance with A. S. T. M. serial designation C18. (See 534.10, p. 564.)

14. (a) The softening point (fusion point) shall be determined in accordance with A. S. T. M.

C24. (See 534.10, p. 573.)

(f>) In the event that the material fails to pass the specified requirements by one cone or less, two additional softening point determinations shall be made as checks on the accuracy of the test and

the final results judged on the basis of the three

determinations. This procedure is necessary because

of variations that have been found to exist in this

test even where the standard methods are followed.

15. (a) The spalling test shall be conducted in accordance with A. S. T. M. C38-27T (note 1). (See 534.10, p. 573.) The test shall be continued

until each brick shall have lost 20 per cent by weight

or until the total number of immersions necessary

to give the required average has been obtained. Individual samples shall not be continued in the

test after a loss of 20 per cent has been sustained. The brick shall be dried and weighed before and

after testing and the loss computed as a percentage

of the original dry weight.

(b) The results in the spalling test for any one

brand shall be reported as the average loss of 10 specimens selected at random. If desired, the test may be made on only 5 specimens, but when this is done an additional 5 specimens shall be tested in the event that the first 5 do not meet the requirements, and the results reported as the average of the entire 10 specimens.

16. (a) The modulus of rupture shall be deter- mined in accordance with the method of test for modulus of rupture of building brick, as described

in sections 8 to 12 of the Tentative Methods of Testing Brick (A. S. T. M. C67-28T). (See 534.10,

p. 574.)

(b) The results in the modulus of rupture test for any one brand shall be reported as the average

of 10 specimens selected at random. If desired, the test may be made on only 5 specimens, but when

this is done an additional 5 specimens shall be tested

in the event that the first 5 do not meet the requirements, and the results reported as the average of the entire 10 specimens.

17. The load test shall be made in accordance with

A. S. T. M. C16. (See 534.10, p. 560.) EXPLANATORY NOTE

Note.—It will be noted that the present Tentative Method of Test for Resistance of Fire-Clay Brick to Thermal Spalling Action

(C38-27T) of the American Society for Testing Materials is the one

referred to in these specifications. It is recognized that there are other methods which have much to commend them; the 850° C.

water-dip spalling test developed at the Bureau of Standards; the

air spalling test used by a large contracting company; and possibly

others. It seems very probable, however, in the light of past work

and that now going on, that the ultimate spalling test may be different from any of these. Everything considered, it seems best to use method

C38 for the present. American Society for Testing Materials, standard

specifications for clay fire brick for marine boiler

service, serial designation C65-28, 1928. (This specification is identical in many respects

with C64—28, given above. Variations in the

specifications are indicated in the following presentation of C65-28:)

GENERAL

Purpose and utility of specifications.—(a) The purpose of these

specifications is the selection of clay fire brick for marine boiler

service.

(6) Identical with paragraph (6) C64, omitting the following

factors under "A" in C64: (1) Use of relieving arches or sectional wall supports, and (2) provision for expansion of the brickwork, and substituting under "C" the factor "vibration and shocks"

for factor listed in C64, "segregation of different sizes of coal on chain

grates."

(c) The most important causes of failure are softening (fusion), spalling, slag action, and shrinkage. The softening point require- ments are well above the temperatures actually attained by the brickwork in marine boiler practice. The spalling test specified will

select brick of satisfactory resistance to thermal shock for this class of service. In those installations where exceptionally severe spalling seems to occur the failure of the brick may in many cases be the result of factors which can not be measured in the spalling test. Such conditions call for study by a competent engineer.

(Pars, (d) and (e) identical with pars, (e) and (J) of C64.) These specifications are intended to cover only

burned products made from fire clay by the usual

processes of manufacture and containing not more

than 55 per cent alumina or 85 per cent silica. Even

590
CLAY AND CLAY PRODUCTS 534.12

within this range of composition it is not intended

to include products other than those regularly sold

as clay fire brick.SIZE TOLERANCE

Same as for C64. TEST REQUIREMENTS

MODERATE HEAT DUTY BOILER SETTINGS Same as section 4 (a) and (b), under "Test requirements, moderate heat duty boiler settings," C64.

HIGH HEAT DUTY BOILER SETTINGS Same as section 7, items (a) , (&) , (c) , and (d) , under

"High heat duty boiler settings," of C64, with

the following note added:

Note.—The refractoriness of the nonsilicious grade is assured by the softening point, but for this requirement in the case of the

silicious grade, it is necsssary to incorporate both the softening point and the load test. METHODS OF TESTING

Same as for C64. Federal Specifications Board, specification No.

268a, United States Government master specifica- tion for brick, fire clay, January 22, 1925. (This specification is similar in certain particulars to American Marine Standards Committee, fire- clay refractories for marine service, given above,

this specification including the four classes of clay brick given in the A. M. S. C. specification, with

identical requirements and methods of test for softening point, composition, and quenching, for the four classes. To avoid unnecessary duplication the items mentioned as identical are omitted in the presentation of this specification.)

I. CLASSES

Fire-clay brick shall be of the following classes: SH75, H75, H57, M73, H25, and M7.

For derivation of the class nomenclature used

see Section VI of this specification.

n. MATERIAL AND WORKMANSHIP

See (A), Materials; 1. Fire-clay brick, A. M.

S. C. specification.

HI. DETAIL REQUIREMENTS

For requirements for classes SH75, H75, M73,

and H25, see A. M. S. C. specification.

CLASS H57

1. The softening point shall be not less than that

of pyrometric cone No. 31 (approximately 1,680° C.

or 3,056° F.).

2. The brick shall withstand five quenchings

without failure.

3. The absorption after reheating shall be not

less than 6 per cent nor more than 16 per cent.

CLASS M7

1. Silicious brick.—The Si02 content shall be more than 65 per cent.

2. The softening point shall be not less than that

of pvrometric cone No. 28 (approximately 1,615° C,

or 2,939° F.).

3. The brick shall withstand three quenchings

without failure.

4. The deformation under load shall not exceed 4

per cent. Note.—When specified, brick of class SH75 shall pass the Navy

simulated service test.

IV. METHODS OF INSPECTION AND TESTS

Sampling.—Ten 9-inch bricks shall be taken at random from every shipment of one carload or

less and submitted for test. These bricks shall constitute a sample. Five bricks of the sample

shall be tested as required in this specification. If they fail to meet the requirements of a test (or tests)

it shall constitute rejection. If the consignor

desires a retest (see Sec. VIII, 1, Notice of rejection) the test (or tests) in which the material failed

shall be repeated, using the necessary number of

bricks from the balance of the sample.

Softening point, composition, and quenching tests same as A. M. S. C. specification.

The absorption shall be determined for brick which have been brought uniformly under no load

to 1,400° C. in not less than five hours and held

for five hours and allowed to cool in the kiln and

without induced draft to room temperature.

The test shall be conducted on specimens not

less than 100 g in weight, one specimen to be taken

from each of five bricks of any one brand and the

average result reported.

The per cent absorption shall be determined

according to the following formula: W— T) Per cent absorption = —-^xiOO

W=weight of specimen after having been boiled

in water for two hours and allowed to cool in the

water. D= weight of specimen after having been dried to constant weight at 110° C. The load test shall be conducted according to

A. S. T. M. C16-20. (See 534.10, p. 560.) The Navy simulated service tests. (See F. S. B. No. 334a, 531.3, p. 513.) The combined results of workmanship, chemical

analyses, softening point, and absorption and load

tests, where required, shall be considered as a suit- ability test, but (at the discretion of the purchaser)

the simulative service test may replace all other

tests included in the suitability test. Workmanship and softening-point determination

shall be considered as a control test.

V. MARKING

In each brick shall be molded the trade name,

or the name of the manufacturer, or such a mark

as will serve to identify the material.

VI. NOTES

1. The consignor shall be notified of the rejection

of a shipment based on this specification, unless otherwise specified, within 10 days after receipt

of a shipment at the point of destination. If the

591
534.12 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

consignor desires a retest, he shall notify the con- 3. The class nomenclature used in Section II of signee within 5 days of receipt of said notice. this specification is based on the following scheme

2. The cones referred to in this specification are devised by Committee C-8 on Refractories of the known as the Orton pyrometric cone. American Society for Testing Materials:

Temperature indicated by prefixing proper letter to number: fl=High temperature M=Moderate temperature i=Low temperature

Load unimportant Load moderate Load important

Abrasion, unimpor- tant

Abrasion, moderate

Abrasion, important

Abrasion, unimpor- tant

Abrasion, moderateAbrasion, important

Abrasion, unimpor- tant

Abrasion, moderate

Abrasion, important

Slag action, unimpor- Spalling, unimportant 1 2 3 4 5 6 7 8 9

tant. Spalling, moderate 10 11 12 13 14 15 16 17 18

Spalling, important 19 20 21 22 23 24 25 26 27 Slag action, moderate __ Spalling, unimportant 28 29 30 31 32 33 34 35 36

Spalling, moderate . 37 38 39 40 41 42 43 44 45

Spalling, important... 46 47 48 49 50 51 52 53 54 Slag action, important _ Spalling, unimportant -.. 55 56 57 58 59 60 61 62 63

Spalling, moderate 64 65 66 67 68 69 70 71 72

Spalling, important 73 74 75 76 77 78 79 80 81

Note.—Class SH75 (special high temperature) is so designated because it is meant to apply to especially severe boiler practice.

4. Definition of classes—Class SH75.—Brick of this class are intended for use under the most severe conditions of boiler practice, such as marine boilers used by the Navy and in plant installations designed

to operate at an average rating of not less than 175. Material of this class should have high resistance to

slagging, spalling, and severe temperatures. In the United States Navy service brick of class SH75 are used in oil-fired boilers operated at greater

than 500 per cent rating, and where severe vibrations and rapid changes in temperature occur. In

this service the brick are secured by anchor bolts. Class H75.—Brick of this class are intended for use under conditions such as are encountered in general boiler practice. For this class, resistance to

slagging, spalling, and high temperature is important. Class H57.—Brick of this class are intended for use under conditions where resistance to spalling is not of great importance and where resistance to

slagging and high temperature is important. In

general boiler practice they may be used in the side

walls, but, if the refractories used are limited to one

brand, material of class H75 is recommended.

Class M73.—Brick of this class are intended for use at moderate temperatures such as are encountered in hand-fired boilers operated at average

rating not exceeding 125. Resistance to spalling

and slagging is important under these conditions

of temperature.

Class H25;—This class is intended primarily for brick of silicious nature and for service in which

resistance to slagging and spalling is not of partic- ular importance, but in which the refractory is expected to resist deformation under load at rela- tively high temperatures.

Brick of class H25 are particularly adapted for service under conditions where resistance to defor- mation under load, with soaking heats at relatively

high temperatures, is important, but where there is no marked fluctuation of temperature below approximately 650° C. (1,202° F.). Note.—Brick of class H75 which withstand the load test satisfac- torily may be included in this class. Class M7.—This class is intended primarily for brick of silicious nature, for service at moderate

temperatures, and under the conditions where

resistance to spalling and slagging is not important,

but where resistance to deformation under load is important.

Brick of this class are particularly adapted for service under conditions where resistance to deformation under load, with soaking heats at moderate

temperatures, is important, but where there is no marked fluctuation of temperature below approximately 650° C. (1,202° F.). Note.—Brick of class M73 which withstand the load test satisfac- torily may be included in this class. Federal Specifications Board, specification No.

335a, United States Government master specifica- tion for refractories, fire clay, plastic, October 1, 1925. GRADE

The material furnished under this specification

shall be of one grade only.

MATERIAL AND WORKMANSHIP

The material covered by this specification is essentially a mixture of grog, raw clay, and suffi- cient water to render the mass plastic and of a stiff mud consistency. The grog is composed principally or entirely of calcined clay, and the raw clay

is a plastic grade used to supply the necessary working properties and bond. DETAIL REQUIREMENTS

1. The material shall contain not more than 65

per cent total silica (Si02 ) calculated on the dry

weight.

2. The softening point shall be not less than that

of standard pyrometric cone No. 31 (approximately

1,680° C. or 3,056° F.).

3. The material as delivered shall contain not more than 15 per cent water calculated on the

plastic weight.

4. The total linear dry and burned shrinkage

shall not exceed 4 per cent of the plastic length.

5. When specified, the material shall pass the Navy simulated service test. METHOD OF INSPECTION AND TESTS

1. Sampling.—A sample of not less then 50 pounds

shall be taken from one container, taken at random,

for every shipment of one carload or less and shall be so taken as to be truly representative of the

material in the container.

2. Testing.—(a) The content of total silica shall be determined by analytical methods described under A. S. T. M. C18, 534.10, page 564.

(&) The softening point shall be determined

according to A. S. T. M. C24, 534.10, page 573.

(c) The water content shall be determined by

drying a specimen of not less than 200 g (approxi592
CLAY AND CLAY PRODUCTS

mately 7 ounces) to constant weight at a temperature of not less than 110° C. and not more than 150°

C. The per cent water shall then be determined in accordance with the following formula: W-D Per cent water=—

^-XlOO

where

W= the weight of the material as received. D=the weight of the material after having been

dried to constant weight.

(d) The total linear dry and burned shrinkage

shall be conducted as in section D (7) of American

Marine Standards Committee, standard E, No. 13

(given above).

(e) Navy simulated service test. (See F. S. B. No. 334a, 531.3 p. 513.)

(J) The combined results of chemical analyses,

softening point, water content, and shrinkage

(burned) shall be considered as a suitability test, but (at the discretion of the purchaser) the Navy

simulated service test may replace all other tests included in the suitability test. PACKING AND MARKING

The material shall be packed in containers so constructed as to insure delivery of the material in satisfactory condition. The size and type of the

container shall be as specified by the purchaser.

Each container shall be plainly marked with the trade name of the material, the contract number,

and the name of the contractor. NOTES

1. The consignor shall be notified of the rejection of a shipment based on this specification, unless otherwise specified, within 10 days after receipt of a shipment at the point of destination. If the consignor desires a retest, he shall notify the consignee within five days of receipt of said notice.

2. The cones referred to in this specification are known as the Orton pyrometric cone.

3. The material covered by this specification is particularly adapted to those portions of installa- tions where special fire-clay shapes have been, or are being, used. It is recommended also for the

construction of small furnaces such as are used in domestic heating plants, in baking ovens, and in laboratory apparatus.

United States Department of Commerce, division

of simplified practice, recommendation No. 79, malleable foundry refractories, February 1, 1928. In accordance with the unanimous action of a

general conference of representative manufacturers,

distributors, users, and interested associations, the industry has adopted, and approved for promulgation by the United States Department of Commerce,

a simplified practice recommendation limiting the

stock shapes and sizes of brick and tile for malleable foundry refractories to the following:

Section I. Door opening tile.

5 by 9 by 24 inches. 5 by 13Jr| by 24 inches. Section II. Tap-out blocks.

Outside dimensions 74 by 74 by 9 inches, with suitable flare from

the hole to the face to allow room for the tapping rod and plugging up. One block to have a % inch diameter hole for foundries using hand ladles. One block to have a 1-inch diameter hole for furnaces served with

bull ladles.

534.20

Section III. Shapes for side walls, bridge walls, etc.

Classification Sizes (in inches) 9-inch straight 9 by 44 by 24.

9-inch large straight 9 by 6?4 by 24 (for breaking joints). 9-inch soap 9 by 24 by 24.

9-inch split 9 by 44 by 14. No. 1 arch 9 by 44 by (24-24). No. 2 arch 9 by 44 by (24-1%). No. 1 wedge 9 by 44 by (24-1%). No. 2 wedge 9 by 4 4 by (24-14). Section IV. Shapes for bungs and roofs.

Classification Sizes (in inches) No. 101 square bung... 134 by 44 by 3. No. 102 angle bung (134-124) by 44 by 3. No. 103 arch bung 134 bv 44 by (3-2H). No. 104 arch angle bung (134-124) by 44 by

(3-256). No. 105 arch bung 134 by 44 by (3-2Ji). Section V. Shapes for round stacks.

Circle brick Sizes (in inches) 24-inch circle 9 by 44 by 24.

36-inch circle 9 by 44 by 24.

48-inch circle 9 by 44 by 24.

fiO-inch circle 9 by 44 by 24.

72-inch circle 9 by 44 by 24.

84-inch circle 9 by 44 by 24.

No. 1 wedge 9 by 44 by (24-1%). No. 2 wedge 9 by 44 by (24-14). Section VI. Upon depletion of present stocks the eliminated

items shall be considered as specials, and extended

delivery dates are to be anticipated.

Section VII.

It is recommended that in the issuance of new

catalogues or lists only standard items be shown.

If special items are also exhibited, some designating

mark should be used to indicate the standards. 534.19 Miscellaneous Specifications for

Brick.

Federal Specifications Board, specification No.

505, United States Government master specification

for brick, sand lime, common, July 11, 1927. See 513, page 257. National Paving Brick Manufacturers' Association,

recommended specifications for integral brick curb,

1924. See 518.63, page 447. United States Department of Commerce, Bureau

of Standards, Simplified Practice Recommendation

No. 38, for sand-lime brick. See 513, page 258. 534.2 TILES.

534.20 General Items.

American Concrete Institute, standard specifica- tions for concrete building block and concrete

building tile, serial designation P-1A-29, 1929. See 516.4, page 317. American Society for Testing Materials, standard

definitions of terms relating to hollow tile, serial designation C43-24, 1924.TILE

1. Hollow tile.—Hollow building units with parallel cells. Note.—In the present state of the art the term "hollow tile," if used without a qualifying adjective, is understood to mean clay hollow tile. The term "terra cotta," which is applied to ornamental building

units of burned clay, should not be used to designate hollow tile.

593
534.20 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

2. Load-bearing wall tile.—Hollow tile for use as a load-bearing structural unit in walls.

(a) Hollow floor tile.-—Hollow tile for use as a

load-bearing structural unit in floors.

(6) Foundation tile.—Hollow tile for use as a

load-bearing structural unit in foundations.

(c) Side-construction tile.—Hollow tile designed to

receive its principal stress at right angles to the

direction of its cells. (d) End-construction tile.—Hollow tile designed

to receive its principal stress parallel to the direction

of its cells.

(e) Book tile.—Hollow tile with tongue-andgrove edges resembling a book in shape.

(/) Salt-glazed tile.—Clay hollow tile with a

vitreous glaze on its surfaces produced by burning

salt in the kiln at the temperature used in finishing the burning.

3. Hollow tile fire-proofing.—Hollow tile for use

as a protection for structural members against fire. (a) Split tile.—Hollow tile which has been knifed

parallel with its cells in the process of manufacture

for the purpose of separation into two equal units.

(b) Partition tile.—Hollow tile for use in building

interior partitions, subdividing areas into rooms or inclosing stairways or shaft's, and carrying no

superimposed load.

(c) „ Furring tile.—Tile of suitable design for lining the inside of walls and carrying no super- imposed load.

(d) Porous hollow tile.—Clay hollow tile in which

the natural porosity of the clay has been increased by the admixture of other ingredients.

RAW MATERIALS

4. Shale.—A thinly stratified, consolidated sedi- mentary clay 11 with well-marked cleavage parallel to the bedding.

5. Fire clay.—A sedimentary clay of low flux content.

Note.—It is usually associated with coal measures.

6. Surface clay.—An unconsolidated, unstratified,

clay, occurring on the surface. DESIGNATION OF DIMENSIONS

7. Length.—In the case of hollow tile, that dimension measured between its cut ends.

8. Thickness.—In the case of hollow tile, that dimension designed to lie at right angles to the

face of the wall, floor, or other member in which

it is used.

9. Width.—In the case of hollow tile, that dimension measured at right angles to the direction of

its thickness and length. Note.—In practice, the first dimension'given represents thickness; the second, width; the third, length. PARTS, OPENINGS, AND SURFACE FEATURES

10. Shell.—In the case of hollow tile, the outer

walls.

11. Webs.—In the case of hollow tile, the parti- tions dividing it into cells. 12. Cells.—In the case of hollow tile, the openings parallel with its shell and webs.

13. Scoring.—In the case of hollow tile, the grooves formed in the exterior faces of the shell to increase the bond of mortar, plaster, or stucco.

11 The definitions for the terms "surface clay," "fire clay," and

"shale" are based upon the following definition for the term "clay:

Clay.—An earthy or stony mineral aggregate consisting essentially

of hydrous silicates of alumina, plastic when sufficiently pulverized and wetted, rigid when dry and vitreous when burned at a sufficiently high temperature,

Associated Tile Manufacturers, basic specification

for tile work, 1924. EXTENT OF WORK

1. The following specification shall be known

and hereafter identified as Basic Specification for Tile Work, Second Edition, 1924, as issued by the

Associated Tile Manufacturers. It specifies how

the work shall be done, beginning at the bottom

of the concrete setting beds and at the back of the

scratch coats, carrying each through to and includ- ing the finished tile surfaces.

2. The location and extent of tile work, together

with the kinds, grades, sizes, colors, and designs

of the tiles, shall be governed by the architect's drawings, specifications, and schedules.

3. All materials and labor necessary for the completion of the tile work shall be furnished in accordance

with this basic specification except as modified, if at all, by the architect's drawings, specifications,

and schedules.

4. Any such modifications, and the general

conditions, and other provisions of the architect's

specification, shall be accepted as additions to this basic specification, and where conflicting, shall take

precedence over it. TILES

SAMPLES

5. If required in the architect's specification,

typical samples of each kind and grade of tiles as

specified and proposed to be used, and shop or

setting drawings, or rubbings shall be submitted

to the architect for approval.

6. Each sample shall be marked with the name

of the manufacturer and the grade of the tile. Approved samples shall be retained by both the

architect and the tile contractor. GRADES AND CERTIFICATE

7. Before setting any tiles, the tile contractor

shall furnish to the architect a certificate of grade,

properly filled in on the form of grade certificate of the Associated Tile Manufacturers. This certifi- cate shall be signed by the manufacturer of the

tiles; shall state the grade, kind, and full quantities

of tiles; and give identification marks for all packages of tiles furnished under this contract. Packages shall be branded with corresponding shipping

marks and shall be subject to inspection by the

architect or his representative before being opened.

CEMENTS, LIME, AND AGGREGATES

8. All cement and hydrated lime shall be delivered

in the original containers bearing the brand and

maker's name. PORTLAND CEMENT

9. All Portland cement (including white) shall comply with the Standard Specifications and Test

for Portland Cement of the American Society for Testing Materials, serial designation C9. (See

516.11, p. 294.)

10. All white cement shall be white Portland of an acceptable brand of American manufacture.

IIME

11. All hydrated lime shall comply with A. S. T. M. C6. (See 517.2, p. 353.) SAND

12. All sand shall pass an 8-mesh sieve and shall be free from organic matter, salt, or alkali, and if

594
CLAY AND CLAY PKODUCTS 534.20

it contains more than 5 per cent by volume of material passing a 100-mesh sieve shall be well washed. All sand for concrete shall be graded

from fine to coarse. CRUSHED STONE OK GRAVEL

13. Crushed stone or gravel shall be hard and

well graded from }i to 1 inch ring size. If loam or clay coat the particles, or are present to a greater extent than 5 per cent by volume, the stone or

gravel shall be washed till not more than that amount is contained. SLAG

14. Slag shall be clean, dense, crushed blast- furnace slag, weighing not less than 70 pounds

per cubic foot when loosely placed in the measure, and containing not more than 1.3 per cent of sulphur as sulphides. CINDERS

15. Cinders shall be thoroughly vitrified, and

shall be free from ashes, unburned coal, or coke. Large lumps shall be broken up. All cinders

shall be screened free from particles smaller than

one-fourth inch and shall be well washed. House

ashes and cinders containing sulphur in any form

shall not be used. (See par. 17.) Note.—Where cinders or cinder concrete are used it is recom- mended that metal plumbing and heating pipes be wrapped.

CONCRETE AND MORTAR

CONCRETE

16. Concrete shall consist of 1 volume of Port- land cement, 2}4 volumes of sand, and 5 volumes of gravel, crushed stone, or slag, or shall consist of 1 part Portland cement and 5 parts of well-graded

coarse sand. At the option of the contractor, 5 pounds of hydrated lime may be added for each bag

of Portland cement.

17. Cinders may be used in place of gravel, crushed stone, or slag, unless prohibited by the

architect's specification.

18. Thoroughly mix all cement and aggregates

until the concrete is of uniform color and consist- ency throughout, using a minimum quantity of

clean, fresh water. Mixing may be by hand or by

acceptable batch machine mixers.

19. Concrete shall be spread promptly after mixing, and shall be well compacted to uniformly rough

surfaces at proper level to receive the setting mortar. MORTAR

20. Sand, cement, and lime shall be thoroughly

mixed in the proportions hereinafter specified under

setting, paragraph 57, until of uniform color and

required consistency. Mortar shall not be retempered, and tile shall not be set in mortar that has reached its initial set. METAL LATH, SHRINKAGE MESH, AND PAPER

METAL LATH

21. Metal lath shall be coated expanded metal, coated perforated metal, or coated wire lath. 22. Lath on vertical surfaces where supports are not over 16 inches on centers and lath for ceilings

shall be metal lath weighing not less than 3.4

lbs. /yd.2 or wire lath not less than No. 18 gage

(0.047 inch diameter), two and one-half mesh to the inch.

23. Lath on vertical surfaces, where supports

are placed not over 12 inches on centers shall be

metal lath weighing not less than 3 lbs. /yd.2

, or wire

lath not less than No. 20 gage (0.035 inch diameter), two and one-half mesh to the inch.

24. If the distance between the centers of the

structural supports of any lath is more than 16

inches, the lath behind the tilework shall be provided

with stiffeners not over 12 inches on centers.

25. Lath shall be stretched tight and shall be

secured at all bearings with fastenings not more

than 6 inches apart, as follows: To woodwork with

not less than one 1-inch bright staple, or one 6d. bright wire nail; to metal furring with hammered

prongs or twisted loops of wire; and to gypsum

blocks and to masonry with specially hardened steel nails or self-clinching nails. In driving staples or

nails the lath shall not be flattened or damaged.

26. Vertical joints in lath shall not occur except

at structural supports and shall there be lapped one

full mesh. All horizontal joints of lath shall be

butted and laced or tied with wire at least once between supports. SHRINKAGE MESH

27. Shrinkage mesh where specified herein for use in concrete setting beds shall be No. 16 gage, unpainted expanded metal of from 2 to 3 inches mesh, or galvanized wire fabric of one of the following

sizes: Rectangular mesh—No. 8 gage (0.162 inch

diameter) wire at 3-inch centers crossed by No. 10

(0.135 inch diameter) wire at 8-inch centers, or

triangular mesh, No. 8 wire at 4-inch centers, diagonally laced with No. 14 wire at 4-inch centers; or 4 by 7 inch hexagonal mesh of No. 10 gage wire.

28. Shrinkage mesh shall be placed well within

the mass of the concrete setting bed and where more than one width or length is required shall be

lapped not less than one-third of a mesh. The

mesh shall butt against walls and partitions and

shall not be turned up. BUILDING PAPER

29. Building paper shall be tar or asphalt satu- rated paper weighing not less than 11 pounds per 100

square feet. It shall be lapped at least 2 inches and, in connection with floors, shall be turned up

at the walls at least 2 inches. SETTING OF TILES

30. General.—All tiles shall be firmly secured in

place. Joints shall be well filled, all lines shall be

kept straight and true, and all finished surfaces brought to true and level planes. The completed

work shall be free from cracked or broken tiles. 31. Borders and patterns.—Where borders, lines, patterns, panels, or other effects are a part of the work, the tiles shall be properly spaced, and shall accurately reproduce designs shown on the drawings

or effects described in the specification of the

architect.

32. Edges.—All intersections and returns shall be

perfectly formed. All cutting and drilling of tiles shall be neatly done without marring the surface. The cut edges of tiles against any trim, finish, built- in fixtures, etc., shall be carefully ground and

jointed. Around electric outlets, plumbing pipes, or fixtures and fittings, the tile shall fit close, so that

the regular plates, collars, or coverings will overlap

the tile. 33. Laying out.—All tilework shall be so laid out on floors and lengthwise on walls that, wherever

possible, no tiles less than half full size shall occur. For heights stated in feet and inches, unless tile- work is intended to exactly fill vertical spaces, courses shall be maintained full to produce nearest

attainable height within a variation above or below

595
534.20 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

equivalent to less than one-half course to avoid

cutting of tiles which would otherwise be necessary.

34. Tile packages kept dry.—All tiles shall be

kept dry while in packages and shall not be allowed

to lie in or upon wet sawdust or similar materials.

35. Soaking before laying.—All tiles, except

vitreous tiles and ceramic mosaic, shall be soaked in clean water before being set. 36. In freezing weather.—In freezing weather

concrete setting beds or scratch coats or tiles shall not be placed in unheated portions of the structure. Note.— For Floating Method and Buttering Method of setting

tiles, see paragraphs 95, 97, and 98. TILED FLOORS AND HORIZONTAL SURFACES

(Other than ceilings, soffits, and sills) CONCRETE SETTING BEDS

37. General.-—Concrete settings beds of stone, gravel, or slag, or sand concrete, shall be 2 inches

thick, except that directly on earth or fills referred

to in paragraph 53 they shall be 3 inches thick.

38. Concrete setting beds of cinder concrete (par. 17) shall be 2}i inches thick, except that directly on

earth or fills referred to in paragraph 53 they shall be 3 inches thick.

39. Where joists are chamfered, the point of the

joist shall be at least }i inch below the top of the concrete setting bed.

40. The upper flanges of any steel beams projecting into concrete setting beds shall be covered with

loose sheet metal or building paper to prevent ad- hesion of the concrete setting beds.

41. All floor arches or slabs, and all wood floors shall be swept free of loose particles before placing

any concrete setting beds.

42. The contractor shall not install any tile work

in floors of shower baths, except when located in basements, until a pan or safing of lead or other metal has beeen placed, turned up on all sides, and made water-tight by other contractors. The

finished surface of the tile floor shall be sloped to drain properly into the outlet.

43. Concrete setting beds on new wood construction. Unless otherwise provided for in the architect's specifications, a layer of building paper, lapped and turned up, shall be placed over wood

floors as described in paragraph 29. 44. Concrete setting beds shall be reinforced with shrinkage mesh as described in paragraphs 27 and 28.

45. Concrete setting beds on old wood construction.—Where tile floors are to be laid over existing

wood floors, the tile contractor shall cover the exist- ing wood upper floor, or under floor, as the case may be, with building paper in accordance with the

provisions of paragraph 29. 46. On the surface thus prepared a concrete

setting bed, 1 inch thick, composed of sand and

cement as described in paragraph 16, with shrinkage

mesh as described in paragraphs 27 and 28, shall be

spread. This concrete setting bed shall finish at such thresholds as are provided by the architect's

specification, the thresholds being of sufficient thickness to receive a J-^-inch layer of setting mortar

plus the thickness of the tiles. Where joists are chamfered the point of the joist shall be at least %-inch below the top of the concrete setting bed.

47. Concrete setting beds on pressed-steel construction.—In connection with pressed-steel joist systems

of floor construction, the metal reinforcement and

concrete slabs will be furnished and placed by other

contractors as a part of such systems. Mortar

setting beds only shall be provided by the tile contractor, and shall be placed directly on the concrete slab, unless joists have been set low as mentioned in paragraph 48,

48. If steel joists are shown or specified lowered

for the passage of pipes, concrete setting beds of thickness and as specified in paragraphs 49 and

50 shall be provided.

49. Concrete setting beds on concrete slabs or other masonry construction.—Concrete setting beds shall not be placed until the exposed surfaces of masonry

floor slabs, arches, or other structural work shall have been brought to the required level or surface

for the concrete setting beds by other contractors, and not until such surfaces are free from mortar

droppings, projecting joists, etc., and so they shall present comparatively smooth and even surfaces

for concrete setting beds without any depressions,

cracks, holes, or open joints. 50. On the surfaces thus prepared spread the

concrete setting beds in accordance with paragraphs

37 or 38.

51. Concrete setting beds on other concrete over earth or fills—Interior.—Where concrete setting beds for tile work are to be laid on concrete which

has been placed over earth or fills, the setting

beds shall not be laid until the lower work is suit- ably prepared by others as specified for concrete

slabs and other masonry construction, paragraph 49. On the surface thus prepared place concrete setting beds to the thickness specified in paragraphs 37 or 38.

52. Exterior.—Follow specifications for interior concrete setting beds, paragraph 51, except that

cinders shall not be used in the concrete.

53. Concrete setting beds directly on earth or

fills—Interior.—Where concrete setting beds for

tile work are to be laid on earth or on fills of cinders,

gravel, or other materials (sand cushions separately

specified) without intervening slabs of concrete, the concrete setting beds shall be 3 inches thick, of

stone, gravel, slag, or sand concrete, and shrinkage

mesh shall be placed in these setting beds, in accord- ance with paragraphs 27 and 28. Cinders may be

used in place of other aggregates unless prohibited

by architect's specification.

54. Exterior.—Follow specifications for interior concrete setting beds (par. 53), except that cinders

shall not be used. CLEAVAGE PIANES

55. Sand cushions.—Where sand cushions are provided for in the architect's specification as a means of absorbing vibration or to afford a cleavage

plane, a layer of clean, sharp sand, not less than

one-half inch thick, shall be spread and thoroughly

compacted to a smooth and level, surface. Over

sand cushions shall be laid a layer of building paper

as described in paragraph 29, ready to receive the

concrete setting beds.

56. Building paper.—Where so provided in the

architect's specification, spread a layer of building paper in accordance with paragraph 29, before

placing concrete setting beds, to form a cleavage

plane between concrete setting beds and surfaces underlying them.

MORTAR SETTING BEDS

57. Mortar for setting beds shall consist of 1 part Portland cement and 3 parts sand and shall not be less than one-half inch thick.

58. Unless the mortar setting bed is spread the same day or the day after the concrete setting bed

has been placed, the concrete setting bed shall be

thoroughly saturated with clean, fresh water, and

its surface uniformly hand dusted with Portland cement immediately before spreading the mortar

of the setting bed.

59. The mortar shall be spread until the surface

of the mortar setting bed is absolutely true and

even in plane, either level or uniformly sloped for drainage, as the case may be. For all surfaces

596
CLAY AND CLAY PRODUCTS 534.20

over 100 square feet in area, screed strips shall be set as temporary guides to assure these results. 60. As large an area as can be covered with tile before the mortar has reached its initial set shall be

placed at one operation. When more setting mortar

has been spread than can thus be covered, the

unfinished portion shall be removed and cut back

to a clean, beveled edge. SETTING OF TILES

61. Portland cement shall be uniformly hand

dusted over the surfaces of the mortar setting beds immediately preceding the setting of the tile. The tiles shall be placed upon and firmly pressed

and tamped into the mortar until exactly true and

even with the finished floor lines. 62. In the case of ceramic mosaic, the joints

between the sheets shall be kept the same width

as those between the mounted tile and set without

showing where the sections join. 63. Where the area of any floor is over approximately 100 square feet, the tiles or ceramic mosaic

sheets shall be laid to a straightedge at regular

intervals.

64. Wherever borders or defined lines occur, they

shall be laid before the field or bodies of the floors or spaces to be tiled, and the tile shall be set as

before specified. The inner edges of all borders

against fields or bodies shall be kept straight and any

cutting of tiles for irregularities in wall lines or

vertical planes shall be done along the outer edges.

65. Thresholds, if specified to be included, shall be

set in a similar manner to borders; and if not in- cluded, the tile work of floors shall be brought to true

lines, level with adjoining floors, and stopped under

doors, unless shown or specified to be continued into

closets or other contiguous spaces.

66. Healths, unless otherwise detailed or specified, shall be set flush with the surface of adjoining

floors. In connection with hearths and fireplaces,

supphr and set any ash drops, features, fittings, or other materials specified or scheduled by the

architect.

67. Stair treads, floors of shower baths, swimming

pools, special hospital floors, and other surfaces not

intended to be level shall be sloped as detailed or directed for purposes of draining.

68. Tiled nosings, coves, curbings, gutters, or other molded or shaped features shall be thoroughly

backed or built up with mortar or concrete. They

shall be rigidly placed, reinfoiced or otherwise made

firm and secure. Tiled window sills and jambs,

partitions, copings, or other similar features shall be set as described herein under ' ' Tiled Walls and

Vertical Surfaces."

69. Where bathtubs are of built-in types, or extend to floors, the concrete setting beds over wood

construction shall be continuous under them, and

shad form close junction with all suirounding

vertical planes. Tiling shall be omitted under such

tubs, but under free standing tubs the tiling of

floors shall be continuous to the surrounding tiling of vertical planes.

70. As soon as the cement mortar beds have

sufficiently set, the tiles on floors or other horizontal

surfaces shall be well washed with clean water, and

the joints between the tile grouted or jointed as mentioned under paragraphs 71 to 75, inclusive. GROUTING AND JOINTING

71. The joints between all units of ceramic mosaic

and between the abutting sheets as laid shall maintain the standard mounting width approximating

one-sixteenth inch.

72. Width of floor joints.—Unless otherwise shown

specified, or stipulated, the joints of other tiles shall

approximate the following width, with uniform

variance therefrom, either more or less, as may be

desirable to cause the units, in the hands of skilled workers, to accommodate themselves to given

spaces:

Inch

Vitreous and semivitreous tiles Us

Flint and hydraulic tiles Plastic tiles and faience y± Quarry tiles \§ Joints in the fields of walls and floors should not run straight through with the joints in the base and

top moldings, but should break in order to emphasize

the different function of the molding as distinguished

from the field. 73. All ceramic mosaic and other tiles set with

close joints shall be grouted with Portland cement mixed with water to the consistency of thick cream. The grout shall be forced into the joints, sprinkled

with dry cement, and finished flush and true. All surplus grouting shall be removed and the faces of

tiles left clean. In cases where acid solutions are required to clean the face of the finished tile work

of surplus grouting or other particles of foreign matter, all hardware, such as hinges, cupboard trim,

etc., shall be covered first by a coating of vaseline

to protect the metal from the possible effect of acid fumes.

74. All joints not grouted shall be completely

filled with mortar consisting of 1 volume of Portland cement and 2 volumes of sand, as before specified,

and, at the option of the tile contractor, tempered

with hydrated lime to extent of not more than 10 per cent of the volume of cement and sand. All surplus mortar shall be wiped off, and the faces of

tiles left clean. White Portland cement, white

sand, or mortar colors, in joints of tiles on horizontal

surfaces—or fire clay for fireplace backs and jambs

shall be used only when and where so provided in the architect's specification or schedule, and shall then replace the Portland cement or plain sand as here specified. 75. After being cleaned as just described, floors or horizontal surfaces in each room or portion as completed shall be closed to traffic or work until the

tiles are firmly set. (Par. 118.) After this, all completed tile work shall be finally turned over in clean condition as described in paragraphs 119, 120,

and 121.

TILED WAILS AND VERTICAL SURFACES

PREPARATION FOR THE SCRATCH COAT

76. General.—Scratch coats shall not be applied

until substantial grounds, plugs, and other provisions have been installed by respective contractors

to receive plumbing fixtures, electric outlets, radi- ator brackets, or any other fixtures or fittings to be

secured against tiled surfaces.

77. In new construction work, when scratch coats

are to be applied directly to concrete, brick, hollow

building tile, stone, or other masonry, without

furring, the masonry surfaces shall be thoroughly

moistened but not saturated

78. In existing structures, where scratch coats

are to be applied directly to masonry without furring, when such masonry has been previously coated with cement mortar or cement plaster, the mortar or plaster shall be removed, or hacked and

wire brushed in such a manner as to restore satis- factory suction for complete bonding of the scratch

coat.

79. Where such existing masonry has been

coated with mortar or plaster containing gypsum

or lime, the mortar or plaster, or any painted surfaces, shall be entirely removed and the masonry

hacked and wire brushed as just described. In

597
534.20 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

lieu of removing or hacking and brushing, such

existing surfaces, if conformable to architect's details or if approved, may be metal lathed to comply with requirements of paragraphs 86 and 88. 80. Scratch coats for tile work shall not be applied to new unfurred surfaces of concrete or other masonry construction until such surfaces shall have

been brought to the required plane, plumb, reason- ably straight and true, by other contractors, with

the faces free of fins, excessive voids, or projecting

joints, and left fairly rough, ready for the scrub- bing specified in paragraph 82. 81. Old surfaces of concrete, brickwork, or stone,

if smooth, shall be hacked, roughened, or raked by

the contractor applying scratch coats as may be

necessary to provide satisfactory bonding for the

scratch coats.

82. Unfurred concrete to be tiled, whether new

or old, shall be thoroughly scrubbed to clean the

surface and give it additional roughness. At the option of the tile contractor, this may be done by

the use of wire brushes or by using muriatic acid diluted with 6 to 10 parts of water, scrubbed on

until the aggregate is exposed, after which all traces

of acid shall be removed by thorough rinsing.

83. On wood studding or wood furring.—On wood

studding or wood furring to be tiled, furnish and

a/ttach building paper and metal lath as described in paragraphs 21 to 26, inclusive, and paragraph 29. This shall apply in the case of either old or new

structures, as any existing lime or gypsum plaster

shall invariably be removed by whatever contractor

is specified in such cases; old wood lath to remain

but shall be covered with metal lath. 84. Where tiles form architraves of doors, windows, or medicine cabinets, trims of openings, or other features and bases, furnish and secure strips of metal lath as described in paragraphs 21 to 26, inclusive.

85. On metal studding or metal furring.—Where

pressed-steel studs, metal channels, tees, or other metal supports are used for partitions or furring, the metal lath in connection with same will be furnished and applied by other contractors.

86. On gypsum blocks.—Where tiles are to be set against gypsum blocks, furnish and place a layer of building paper; this is to be overlaid with stiff- ened expanded metal or stiffened wire lath as described in paragraph 26, the lath to be secured

in place by special anchorage or lacing, as conditions

require.

87. Alternate.—At the option of the tile contractor, one heavy coat of asphaltum paint or other equal damp-proofing coat may be substituted for the building paper back of the metal lath before

specified for use on gypsum blocks.

88. On cork or other insulation.—Where tiles are to be set against cork or other insulation, furnish and attach metal lath as described in paragraphs

21 to 26, inclusive. In such installations the

scratch coat shall contain suitable proportions of an established brand of waterproofing compound

mixed in accordance with manufacturer's directions. SCRATCH COAT

89. A scratch coat shall be placed back of all

tiles. The scratch coat on unfurred masonry shall be applied in conformity with paragraphs 76 to 82, inclusive. In all other cases the scratch coat shall be applied to metal lath. 90. Where bathtubs of built-in types are set against walls or partitions of masonry or gypsum

construction, the scratch coat behind tubs shall be

omitted below the undersides of rims. Against supports involving metal lath on wood, or steel studs, or furring, the scratch coat shall continue to and

form close junction with concrete setting beds of

floors. The tiling on all vertical surfaces in contact with built-in tubs shall abut the top of the rim,

separated therefrom by a full-width joint. 91. The mortar for scratch coat shall consist of 1 volume of Portland cement and 3 volumes of sand. At the option of the contractor, hydrated lime may

be added not to exceed 10 per cent of the volume of cement and sand, and plasterer's fiber or hair may

be incorporated in the scratch coat.

92. The scratch coat shall be J4 inch thick, or more if necessary, to make an even and true sur- face at the proper distance from the face of the

tiles, allowing for the thickness of the tile and for a %-inch bed of setting mortar for floating work and

a J-j-inch bed of setting mortar for buttered work.

The scratch coat, at the option of the contractor, may be applied in two coats instead of one.

93. The scratch coat shall be applied not less than 24 hours nor more than 48 hours before com- mencing to set the tiles. While still plastic the

scratch coat shall be deeply scored or scratched,

horizontally, approximately 1 inch apart. SETTING OF TILES

94. Immediately before setting tiles the scratch coat shall be thoroughly moistened with water, but not saturated.

95. On the surface thus prepared the mortar for setting the tiles shall be applied in accordance with

either of the methods described in paragraphs 97 and 98. In the absence of stipulations to the contrary, tiles may be set by either the floating or buttering method.

96. Setting mortar shall consist of 3 volumes~of

sand and 1 volume of Portland cement, to which

hydrated lime not to exceed one-tenth the volume

of the cement and sand combined shall be added.

97. Floating method.—Screeds or temporary guide

strips shall be mortared plumb and true onto the

scratch coat, to accurately indicate the surface plane

of the mortar setting bed, which shall be rodded and

floated flush with the guide strips. A skim of neat Portland cement shall be applied to the mortar

setting bed or the back of each tile as laid. Each

tile shall be beaten into place and brought flush

in plane with the other tiles. 98. Buttering method.—The scratch coat shall be

spotted with small pieces of tile mortared plumb and

true to accurately indicate the plane of the tiled wall when finished. Each tile shall be buttered and tamped in place and brought to a plumb and

true surface, flush with the spots and with the other

tiles. The back of each tile shall be completely

covered with the mortar, bed at back of tiles shall be full and even, and all corners and crevices filled. 99. Fireplaces.—Tiles of fireplace facings or mantel breasts shall be set by either the floating or buttering method, but tiles of backs and jambs

shall be set by the floating method unless shown or

specified to be set flat, when they shall be tightly

bedded against the surrounding masonry and set with full joists pointed on the face. Hearths to be

as specified in paragraph 66. 100. Inserts.—In the absence of stipulations to the contrary, any tile inserts indicated or specified

may be set by either the buttering or floating

method.-

101. Trimmers.—All caps, bases, coves, moldings,

or other trim tiles shall be backed full with mortar and tamped into place. The reference by the archi- tect in his specification or schedule to any cap, base,

quarter-round, bead, cove, combination tiles with

cove corner or angles, or any molded tile shall be

taken to carry with it the inclusion of all requisite

returns, stops, angles, corners, or other "trimmers"

which are an established standard of the Associated

Tile Manufacturers, incidental to the trimmers

598
CLAY AND CLAY PRODUCTS 534.20

mentioned, and they shall be furnished and set by the tile contractor, as is especially called for. GROUTING AND JOINTING

102. Vertical units and joints shall be maintained

plumb and even, and all caps, bases, moldings, and

horizontal units or joints shall be maintained level and even. Joints in the tile work of shower-bath

partitions, windows jambs, alcoves, or in returns

to contiguous spaces shall be maintained level and

true with the joints of main fields. Every fourth

course of tile shall be brought to a level and straight

line. Wooden wedges, if used for this purpose,

shall be removed before grouting is done.

103. As soon as the mortar setting bed has

sufficiently hardened, the tiles on walls or other

vertical surfaces shall be well washed with clean, fresh water, and joints between tiles shall be

grouted or jointed as mentioned under paragraphs

104, 105, and 106, unlesss otherwise stipulated.

With the exception of the white Portland cement

specified for joints of white tiles in paragraph 104, white cement, white sand, or mortar colors shali not be used in grouting or jointing except when

expressly so provided as mentioned in paragraph 74. 104. Joints in white bright glazed tiles shall be

maintained at the customary size, approximately

%i-inch, and shall be filled with white Portland cement mixed with water to the consistency of thick cream. All traces of this grouting shall be

wiped from faces of tiles before hardening, and

all joints shall be left full and smooth.

105. Width of wall joints.—Unless otherwise

shown, specified, or stipulated, the joints of other

tiles shall approximate the following widths with

uniform variance therefrom, either more or less, as shall be desirable to cause the units in the hands

of skilled workers to accommodate themselves to given spaces.

Inch Enamels, vitreous and semivitreons tiles He

Plastic tiles and faience H

106. Where other kinds of tiles, including ceramic

mosaic, are set on vertical surfaces, they shall be grouted or pointed and left clean in accordance

with paragraphs 71 to 74 -'nclusive, and 119 to 121,

inclusive. TILED CEILINGS, SOFFITS, AND SILLS

PREPARATION FOR THE SCRATCH COAT

107. On hollow building tile.—When ceilings,

soffits, or sills are to be tiled on unfurred hollow

building tile, the provisions contained in paragraphs

76 and 77 shall be complied with before applying

the scratch coat, which shall contain suitable pro- portions of an established brand of waterproofing

compound, mixed in accordance with manufacturer's

directions.

108. On concrete.—The scratch coat shall not be

placed on an unfurred concrete ceiling or soffit, but shall be applied to metal lath furnished and

attached by another contractor.

109. On wood joists or wood stripping.—To the underside of new wood joists or new wood stripping furnish and attach expanded metal or wire lath as described in paragraphs 21 to 26, inclusive. For

existing wood joists or stripping paragraph 83 shall be followed.

110. On suspended ceilings with metal supports.—

Supports and metal lath for such types of construcstruction will be furnished and applied by other

contractors.

111. On gypsum or on cork or other insulation.—

Preparation for scratch coat against gypsum, or against cork, or other insulation shall be made in accordance with paragraphs 86, 87, and 88.

SCRATCH COAT

112. A scratch coat shall be placed back of all

tiles and be applied either directly to the hollow

building tile as mentioned in paragraph 107 or applied to expanded metal or wire lath, either furnished and attached by the tile contractor as described in paragraphs 109 and 111 or by other

contractors, in accordance with the type of support,

as mentioned in paragraph 110.

113. The mortar for scratch coat shall be as described in paragraph 91, and shall be applied to conform to paragraphs, 92 and 93, providing a

%-inch mortar setting bed instead of j4-inch. SETTING OF TILES 114. All tiles shall be set in mortar and in such manner as to comply with the descriptions in paragraphs 94 to 98, inclusive, and with paragraphs

100 to 106, inclusive. SWIMMING POOLS

115. The tile work of swimming pools, or of Turkish baths, steam rooms, etc., shall be prepared

for and set in accordance with the requirements

of all other portions of the basic specification, and,

in addition, the mortar setting beds and joints

shall contain suitable proportions of an established brand of waterproofing compound mixed in accord- ance with manufacturer's directions. When the

walls and floors of swimming pools are not waterproofed, the scratch coats and concrete setting

beds shall be waterproofed as specified for the mortar setting beds.

116. Life rails shall be reinforced with properly

shaped expanded metal and the high point shall be

brought to an exact level on all sides of the pool.

Scum gutters shall be formed in accordance with

details and drained to the outlets with a high point

between each pair of outlets. ACCESSORIES

117. The furnishing and setting of accessories,

such as andirons, grates, medicine cabinets, mirrors,

recessed heaters, paper holders, soap cups, towel

racks, shelves, etc., are not included, unless specified or scheduled as a part of the tile contract and fisted

in detail. When included, they shall be furnished,

delivered, and set by the tile contractor. FINAL CLEANING AND RESPONSIBILITY

118. The contractor shall post suitable notices

or make other provisions to the effect that no one

shall pound about freshly tiled walls or ceilings, or walk upon freshly tiled floors, for several days

after the tiles are set. CLEANING

119. Upon completion of the various portions of

his work, the tile contractor shall remove all unused

materials, rubbish, etc., in connection with this contract and shall give the tile work one thorough

cleaning at the time of its completion. (See par. 73.) 120. After completion and cleaning in accordance

with paragraph 119 the obligation of the tile contractor shall cease as to any damage or injury which

may be done to the tile work by others, and as to any further cleaning of the tile work upon final completion of the building as a whole, which additional cleaning shall be done only if so required by

the architect's specification. RESPONSIBILITY

121. Neither the final certificate nor payment

nor any provision in the basic specification shall relieve the contractor of responsibility for faulty

100925°—30 39 599
534.20 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

materials or workmanship, and he shall remedy any

defects due thereto which shall appear within a

period of one year from the date of final completion

of the structure, unless a longer date is stipulated

in the architect's general conditions or in his modifi- cations to this basic specification.

DEFINITIONS OF CERTAIN MATERIALS AND

METHODS REFERRED TO IN THE BASIC SPECI- FICATION

BUTTERING

122. A method of setting tiles in which the back

of each tile is "buttered" with mortar and then set in place. Floating is the alternate method. (See

"Buttering method" and "Floating method" in basic specification.)CLEAVAGE PLANE

123. A layer of material such as sand or building paper, used under certain conditions to separate the concrete setting bed from the under slab or other structural support. This is intended to allow

for possible independent movement of the two

planes. CONCRETE SETTING BED

(See setting beds.) FLOATING

124. A method of setting tiles by beating

tiles onto the fresh surface of the mortar setting bed. It is the method used for setting mounted

sheets of tile, and is the alternative of the buttering

method for setting unmounted tiles. (See "Floating

method" and Buttering method" in basic specifi- cation.) GROUTING

125. The method of finishing the joints of tile work in floors, walls, etc., by filling with a mixture

of cement and water of the consistency of thick cream. This mixture is called a. "grout." HTDRATED LIME

126. Powdered lime resulting from the factory

hydration of quicklime. It is delivered in bags as distinguished from quicklime, which latter—in lumps or granular form—requires hand slaking. A

standard paper bag of hydrated lime weighs 50 pounds and in volume is equal to about 1% cubic

feet. INSERTS

127. In the basic specification this term refers to

isolated or grouped tiles set in a finished surface of other material such as brick, stone, stucco, concrete, or cement whether on interior or exterior walls or

floors. It includes bands and borders as well as panels and accentuation spots. MORTAR SETTING BED

See setting beds.MOUNTED TILES

128. For accuracy in setting as well as conveni- ence in handling certain small tiles are mounted on

paper pasted to the face of the tiles. These mounted

sheets are set as units by the floating method. The

paper is soaked and removed after setting. SAND CUSHION

129. A layer of sand sometimes placed under the concrete setting bed of a tiled floor to insulate it from the structure, thereby tending to prevent

vibration due to machinery in motion, wind stresses,

etc., from being transmitted to the tiled surface, as

well as to minimize the possibility of structural cracks appearing on the surface.

SCRATCH COAT

130. The Portland cement plaster forming the backing for the setting mortar of tiled walls and

ceilings. It is scratched, scored, or grooved, to

give key for the mortar setting bed. SCREEDS OR SCREED STRIPS

131. A wooden strip, or a strip of mortar, laid on

a floor or wall at intervals, to gage the thickness of setting beds, or to indicate the finished tiled surface. SETTING BED, CONCRETE

132. The term "concrete setting bed," as used in the basic specification, refers to a layer or bed of concrete under a tiled floor or other horizontal tiled surface. This does not come in contact with the

tiles, but serves as a foundation on which to apply

the setting mortar. It is sometimes known as the

underfill or base.

SETTING BED, MORTAR

133. Wherever tiles are to be set, a layer of mortar is applied, known as the setting mortar or the mortar setting bed. Into this the tiles are beaten

when set by the floating method.

SHRINKAGE MESH

134. A layer of expanded metal or wire fabric, of a large mesh. Its use tends to prevent cracking of setting beds due to contraction and expansion when

affected by temperature changes or due to cracks or settlements in structural supports from other

causes. TRIMMERS

135. The terms "trim tile" and " trimmers" are used interchangeably to designate bases, caps, corners, angles, architraves, and other tile moldings

and shapes, as made and standardized by the Associated Tile Manufacturers to suit the various

kinds, grades, and sizes of tiles. United States Department of Commerce, division

of simplified practice, recommendation No. 61, white glazed tile and unglazed ceramic mosaic,

January 1, 1927. In accordance with the unanimous action of a

general conference of representatives of manufacturers, dealers, contractors, architects, and users, the Department of Commerce, through the Bureau

of Standards, recommends the establishment of the

following standards for white glazed tile and unglazed ceramic mosaic:

GENERAL

1. The types, shapes, patterns, sizes, dimensions,

grade nomenclature, grade marks, grade specifi- cations, and certifications of grades given herein

are recommended as standards.

2. Catalogues displaying white glazed tile and

unglazed ceramic mosaic should, as near as possible,

conform to recommended standard items, and where

specials are exhibited they should be so indicated.

3. Replacements playing a very important part

in the use of tile and ceramic mosaic, manufacturers

should exercise discretion in the retention or destruction of molds which become obsolete through the

operation of these recommendations.

4. Various names are now used by architects,

manufacturers, and contractors without definition, and new designations are from time to time applied

to established grades or to mixed grades of tiles, which are indefinite or confusing, and tend to encourage misrepresentation and substitution.

5. Plain grade marking—that is, practicable in application, and which even the layman purchaser

600
CLAY AND CLAY PRODUCTS 534.20

can understand—would avoid the possibility of tampering, discourage the shipping of mixed grades

in the same container, alhiy undue suspicion when

the identity of the grade is concealed, properly

place responsibility, and serve as the consumer's

guaranty.

It would also serve as a medium to build public confidence in tile and would encourage the consumer

to place his order or contract for tile work with the assurance of receiving what he requires at the lowest

cost.Grade marking is considered fundamental to an

understanding of tile grades, to the proper and

satisfactory use of tiles, to the consumer's good will, and to the fullest development of the tile industry.

6. Warpage and manufacturing blemishes on the

surface of tile are factors which must be considered

in grading. As all grades of tile are made from

the same raw material and by the same processes, there is a dire necessity for some uniform practice on the part of producers in the sorting and grading

of tile. As grade names have little significance

until their relative meanings are clearly defined and the terms which apply to the definitions explained, some uniformity which can be used as measures

of relative values must be secured.

7. The establishment and use of standardized

minimum grade specifications would be greatly

facilitated by the adoption of a uniform method

for certification of grade. Based on definite grade

specifications, the certification of grades would be more effective than the method of certification by

grade name without definition. The adoption of certificates to cover this condition

will be of real value to the industry.

DIMENSIONAL SIMPLIFICATION

Table 1.White glazed tiles

Inches

6 by 6 6 by 3 4Hby4H

Table 2.Ceramic mosaic

Inches

Square Oblong

Hexagon..

'552, %, m, 2%s. HbylM6,%byl%6 ,lM6by2%6.

1, 1H.

Table 3.

Mounting sheets and paper sizes

Size of tile

*%2 inch square % inch square.. 1H6 inches square 2%e inches square 1M6 by H inch oblong 1H6 by Yi inch herringbone diagonal 1^6 by % inch oblong

l

9 ie by % inch herringbone diagonal

2?i6 by lHe inches oblong 2% 6 by 1H6 inches herringbone

diagonal.

1 inch hexagon 1H inches hexagon

Number of rows—width,

length

24 by 48 rows

16 by 32 rows

12 by 24 i 6 by 12 s 24 by 24 3 16 by 32

16 bv 16 t 11 by 22

12 by 12 s 8 by 16

12 by 24

12 by 18

Size of paper

Inches Wi by 26J4 12H by25K

13Hby 26 !4 13V6 by 26H 13Hby26^

12H by 25H

121.4 by 25U

12>4 by 24H

13H by 26H

11% by 23%

10H by 24!^ 12H by 22%

• Mounted by itself or in combination with lHe by H and '%2

squares.

! Mounted by itself or in combination with 2%6 by lHe, lHe by 1M6, lHe by H, and *%2 squares.

3 Mounted by itself or in combination with !%2 squares.

1 Mounted by itself or in combination with % squares and 1 Mi dot.

s Mounted by itself or in combination with 1H6 by 1H6, Ik by M,

and J %2 squares.

Table 4.

Container for shipping flat white glazed

tiles

Type of container Capacity '

Barrel Square feet 62.5

1 A barrel of designated capacity will contain 250 pieces of 6 by 6

tiles or 500 pieces of 6 by 3 or 4)4 by 4!4 tiles.

Figures 221, 222, 223, and 224 show the recom- mended styles, patterns, etc., for trimmers in white

glazed tiles. UNIFORM GRADE NOMENCLATURE

(See fig. 225) White glazed tiles.—Selected, standard, commercial.Ceramic mosaic.—Selected, commercial.

GRADE MARKS AND SEALS

WHITE GLAZED TILES To consist of strips of paper in distinctive color, on which the grade name is printed in plain type.

These strips of paper are to be pasted firmly

across the joints of the cants of the barrel top and

bottom with waterproof paste, thereby sealing the

containers.

All white glazed tiles to be shipped in sealed packages with grade of contents indicated by "grade

seal." Color and grade imprint seals to be used on all containers to plainly designate contents. Color of paper for grade seals to be: Pink for selected grade,

blue for standard grade, and yellow for commercial

grade. CERAMIC MOSAIC The paper used for mounting ceramic mosaic

provides the practical medium on which the grade

of the tile is to be indicated. Ceramic mosaic of selected grade to oe mounted

on pink mounting paper, imprinted with the grade name "selected grade."

Ceramic mosaic of commercial grade to be

mounted on yellow mounting paper, imprinted with

the grade name "commercial grade." GENERAL Grade marks and seals in the manner and color prescribed may be used by any manufacturer or producer of tiles. The words "Made in Accordance with Simplified

Practice Recommendation No. 61 of the United

States Department of Commerce" may be printed

upon grade labels and seals in addition to the grade name. The above is predicated upon the provision that

the product is in conformity with the standards as adopted by the industry and published in Simohfied

Practice Recommendation No. 61. MINIMUM GRADE SPECIFICATIONS

Warpage and manufacturing blemishes on the

surface of tiles being primary factors incident to

grading, the following minimum grade specifica- tions are hereby established: WHITE GLAZED TILES

Selected grade.—The tiles of this grade are as

perfect as it is possible to manufacture; they are

free from warpage exceeding two-tenths of 1 per

cent ( =1%ooo of an inch for a 6-inch length),

601
534.20 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

602
CLAY AND CLAY PRODUCTS 534.20

6*6 and 6*3 RADIUS TILES

A 9060 6X6

. A 9062 6**3* 6 CURVATURE RAO'uS A 906 1 6X6

. A 9063 6'X3" 6 CURVATURE RA0IU3

A9I0O 6X6

.A9I02 6"X3"

10 CURVATURE RADIUS

A9IS0 6X6

ABIS2 6X3

IJ CURVATURE RADIUS

A02OO 6X6

.A 9202 6"X3" 20 CURVATURE RADIUS

A9IOI 6XS' A9I03 6"X3"

• CURVATURE RADIUS

A9IJI 6X6

.A9IS3 6lC3"'

IS CURVATURE RADIUS

4&"* ^"RADIUS TILES

A920I 6X6" A9203 6*X3" 20'CURVATURE RADIUS

A9I0S A-Mn'/i

I O" CURVATURE RADIUS

.A 9203 . 4,Hl4)i 20 CURVATURE RADIUS 6"*3"RADIUS TEE COMBINATIONS s V 1 | J-tg—

A9208

eO'CURVATURX RADIUS FlGTJBE 222

603
534.20 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

LARGE RADIUS COMBINATIONS

Ati I . <

QA.Foae'ct S.ORaJ.

A* 2633 S"«5)i"* A-2663 COvtron «>6° 3 0KBJ BASES

Figure 223

604
CLAY AND CLAY PRODUCTS 534.20

QUARTER ROUNDS and COVES

A-UO A. 131 »ISO A1JI A.JSI

04"«,B. I'COVt t'/iQ."- t'COvt 4'COVt SMALL RADIUS COMBINATIONS

i" A-1420 _ V A-1622 2»3ji onn«t>2' B.J.

•"fr1 A- 1662 6'x3V

A- 1421 2'W'»

COVI FOB *i'xzV«V. A- 1623 2*X3& COVE FOR 6'xih.J. A- 1663 6 x COvt FOI 6>6-B J.

A. 1442 4)£l2& QS.roR 4^X4^8- J. A-1632 Jxjj^

QIl XOtt 6"x3'B.J AND 3'»3'4J.

A-I6&I 6X6V

COVE FOd 6*X6"5.J B.J = BroWnJoint

5. J Straight Joint Figure 224

605
534.20 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

wedging and crooked edge exceeding three-tenths

of 1 per cent, and free from specks, spots, blots,

pulls, biscuit cracks, biscuit chips, shivered edges,

welts, dry spots, scum, sand, or stickers. Standard grade.—The tiles of this grade are reasonably straight and true in shape and without

objectionable surface blemishes. They are free from warpage exceeding four-tenths of l^per cent, (=2^000 of an inch for a 6-inch length) , wedging

or crooked edge exceeding five-tenths of 1 per cent and free from spots, blots, biscuit cracks, biscuit

chips, shivered edges, welts, dry spots, scum, or

stickers. The grade permits of certain minor sur- face blemishes such as occasional specks, sand, and

pulls. Commercial grade.—The tiles of this grade permit

of all of the blemishes and defects which are not

permissible in the higher grades but are free from

blots and biscuit cracks. Grade tolerances.—A tolerance of 5 per cent of standard grade tile in selected and of 5 per cent of commercial grade tile in standard is permissible.

EXPLANATION OF TERMS

(Used in grade specifications for flat white bright glazed tiles) Warpage.—A surface curvature, either convex

or concave, measured on the face of the tiles along

the edges. The degree of warpage is the variation from the plane expressed in percentage of the tile length.

Crooked sides.—A curvature of the sides, either convex or concave, measured along the sides. The

degree of crooking is the departure from a straight

line drawn between two corners, expressed in percentage of the tile length.

Wedging.—A difference in the lengths of two

opposite sides, expressed in percentage of the tile length.

Specks.—Any dark dot on the face less than %i

inch in diameter and noticeable at a distance of more than 3 feet. Spots.—Any dark dot on the face more than

inch in diameter.

Blots.—Green marks or stains on the face. Pulls.—Small depressions or scratches in the body

noticeable through the glaze at a distance of more

than 3 feet. Biscuit cracks.—Any fracture in the body of the

tile visible both on face and back.

Biscuit chips.—A glazed-overjjhip on the edge or corner of the body.

Shivered edge.—A minute fracture of the glaze

running along the edge which appears as a fine silvery thread when struck by light from an angle.

Welts.—An unusually heavy accumulation of glaze

in the form of a ridge along the edge.

Dry spots.—Small areas on the face which have

been insufficiently glazed. Scum.—Lack of gloss, crystalline or frosted in

effect, appearing on the face of the tile. Sand.—Grains of sand embedded in the glaze.

Stickers.—Small rough or raised spots in the glaze. CERAMIC MOSAIC

Selected grade.—Tiles of this grade are as perfect as it is possible to manufacture. They are har- monious in color, easily cleaned, uniformly mounted,

and of uniform surface and texture. The vitreous

colors are fired to vitrification. The semivitreous

colors are fired to as high a degree of vitrification as the particular color permits.

Commercial grade.—This grade of ceramic mosaic

does not represent the same degree of perfection as the selected grade. Variations and irregularities in either textures, surfaces, edges, firing, or combinations of these variations are in evidence. They are, however, satisfactory for some installations,

CERTIFICATION OF GRADES

The adoption of minimum grade specifications

will be greatly facilitated by the use of a uniform

method for certification of grades. Based upon

definite grade specifications, the certification of grades will be more effective than the present

method of certification by grade name without

definition. Certification shall consist of: (a) Package grade

certificate and (b) master grade certificate. Minimum grade specification and the grade of tile are to be given on both forms. The package grade certificate to be in the same

distinctive colors for each grade as the "grade seal"; namely, pink for selected grade, blue for standard

grade, and yellow for commercial grade.

Grade certificates to be placed on container

before closing and affixation of grade seal. Master grade certificate to be issued to tile contractors on request only, and to be used for certifying

shipments consisting of one or more grades.

Both certificates to give adequate information for

identification of the containers to which they apply.

534.21 Drainage Tiles. (See also 518.62.)

American Concrete Institute, standard specifica- tions for concrete drain tile, serial designation:

P-7B-25, 1925.

I. GENERAL

These specifications apply to concrete drain tile consisting of two classes, namely, standard drain

tile and extra-quality drain tile. The purposes for which these classes are intended

to be suitable are as follows: Standard drain tile, for ordinary district land

drainage at moderate depths.

Extra-quality drain tUe, for district land drainage, at considerable depths and where an extra

quality is desired. The purchaser shall specify the class of tile to be supplied. Standard drain tile shall be supplied

where no advance selection is stated. The acceptability of drain tile shall be determined

by the results of the chemical and physical tests hereinafter specified, any or all of which may be

required by the purchaser; and by inspection, to determine whether the tile comply with the specifi- cations as to dimensions, shape, and freedom from

external and internal defects.

H. MATERIAL

Concrete drain tile shall be manufactured from

Portland cement concrete. By concrete is meant a

suitable mixture of Portland cement, mineral aggregates, and water, hardened by hydraulic chemical

action. Portland cement shall meet the requirements of A. S. T. M. C9. (See 516.11, p. 294.) The materials shall possess such physical and

chemical properties that when molded into tile and

properly cured the product will be strong, durable,

and serviceable, free from objectionable defects, and in compliance with these specifications and

tests. in. SIZES AND DIMENSIONS

All drain tile shall be of circular cross section,

except when otherwise specified in advance. They

shall be approximately straight, except in the case of

special connections. The ends shall be so regular

and smooth as readily to admit of making close joints by pressing together adjoining tile. The sizes of drain tile shall be designated by their internal diameters.

606
CLAY AND CLAY PRODUCTS 534.21

Drain tile smaller than 12 inches in diameter

shall have a minimum length of 12 inches. Tile from 12 to 30 inches in diameter, inclusive, shall have lengths not less than the diameters. Tile larger than 30 inches in diameter shall have a mini- mum length of 30 inches. Permissible variations as given in Table 1 shall in no case be exceeded.

as to decrease the strength appreciably. Tile shall not be chipped or broken in such a manner as to decrease their strength materially or to admit earth

into the drain. V. MARKING

When shipment of tile is made in any manner

other than direct from manufacturer to user, tile RECOMMENDED METHODS Of

>E MARKING

WHITE GLAZED TILES

Grade Sea! for SsfecV^d Crade S£L IC1 )(3R,

_|6 H

Grad

(Color, Pink)

?Sea! for Standard Grade ||STA NDAF

am )E

|

i (Color, Blue)

Gra^e Sea! for Com mercial Grade

7

I COM ME!iCIA LGIm)E

-

i (Color, Yellow) Designation of Grades by means of Grade ''Seals" in distinctive colors with grade name

imprinted. These would be affixed crosswise over the barrel head and boHom as illustrated.

SELECTED SELECTED CRAPE

SELECTED

GitADE

CERAMIC MOSAIC

COMMERCIAL CKAOC

CCWMEBCIAL

GRACE.

COMMERCIAL.'

Designatioa of .Selechvd Grade

by Pink Mounting Paper

and Grade Imprint

Figure 225

Table 1.

Permissible variations in drain tile

Designation of Commercial Grade

by Vcllow Mounting Paper and Grade Imprint

Physical properties specified

Allowable variation of average diameter of any

tile above or below specified diameter

per cent.. Allowable variation from straightness percentage of lengthStandard

drain tile

Extraquality

drain tile

IV. WORKMANSHIP AND FINISH

Drain tile shall be substantially uniform in struc- ture throughout, and shall be reasonably smooth on

the inside. Drain tile shall be free from cracks and checks extending into the body of the tile in such a manner

shall be so marked that the manufacturer of the tile can be identified.

VI. CHEMICAL TEST AND REQUIREMENTS

Same as A. S. T. M. C4 (given below), section 8, VH. PHYSICAL TESTS

paragraph 1.

The physical tests included in this specification are substantially the same as for A. S. T. M. C4-24

(see 534.21, p. 608), omitting sections 15, 16, and 17 and the 2-edge bearing test (sec. 19) of the A. S. T.M.

specification.

PHYSICAL TEST REQUIREMENTS

The average test load for all of the tile consti- tuting a standard sample shall not be less than given

607
534.21 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

in Table 2, and no individual tile shall show a

strength of less than 75 per cent of such requirement.

The average absorption for all the specimens

constituting a standard sample shall not be greater

than that given in Table 2, and the average test of an individual tile shall in no case show an absorption of more than 125 per cent of such requirement. In the freezing and thawing test, at least 95 per cent of all the tile tested shall meet the requirements. In the event that a standard sample of tile fails to meet the requirements of the absorption

test, the manufacturer or other seller may demand

recourse to the freezing and thawing test, to be made

at his expense. In such recourse, the number of

tiles tested shall be four times the number repre- sented by the standard sample. If the material

passes the freezing and thawing test satisfactorily,

it shall not be rejected on account of its failure to meet the absorption requirements. In the event of the failure of a standard sample

to meet the above requirements, the manufacturer

or other seller may thoroughly cull the material and submit a portion for retest at his own expense, and for such retest the number of tiles per sample

shall be 10 for the strength and absorption tests and 20 for the freezing and thawing test. In the event of the failures of the material after culling to pass the requirements, it shall be rejected without

further test.

Table 2.Physical test requirements, drain tile

Internal diameter of tile, in inches

Standard drain tile Extra-quality drain tile

Average load Average absorptionAverage load Average absorption Sand

bearing

3-edge bearing Sand

bearing

3-edge bearing

Lbs./ Lbs./ Lbs./ Lbs./

lin. ft. lin. ft. Per cent lin. ft. lin. ft. Per cent 4 1, 200 800 10 1,000 1,067 9

6 1,200 800 10 1,600 1,067 9 8 1,200 800 10 1, 000 1, 067 9 10 1,200 800 10 1, 000 1, 067 9

12 i, 200 800 10 1, 600 1, 007 9

14 1,200 800 10 1,600 1,067 9

16 1,300 867 10 1,000 1, 007 9 18... 1,400 933 10 1,800 1,200 9

20 1,500 1,000 10 2,000 1,333 9

22 1, 600 1,067 10 2,200 1, 407 9

24 1,700 1, 133 10 2,400 1,000 9

20 1,800 1,200 10 2, 000 1,733 9

28 1,900 1,267 10 2, 800 1,807 9

30 2, 000 1, 333 10 3, 000 2,000 9 32... 2, 100 1, 400 10 3,200 2,133 9

34 2,200 1, 467 10 3, 400 2,267 9

30 2, 300 1,533 10 3,600 2, 400 9 38 2,400 1,000 10 3,800 2, 533 9 40 2,500 1,067 10 4,000 2,667 9 42 2,000 1, 733 10 4,200 2,800 9

Note.—When the freezing and thawing test is made as provided

herein, the number of freezings and thawings to be endured shall be as follows: For standard drain tile, 30; for extra-quality drain

tile, 48.

"VTI. INSPECTION

All tile shall be subject to inspection at the

factory, trench, or other point of delivery by a competent inspector employed by the consumer

or purchaser. The purposes of the inspection shall be to cull and reject tile which, independent of the

physical tests herein specified, fail to meet the requirements of these specifications. 12

2 When the point of inspection is not designated in the contract

or order, it shall be understood as being at the point of manufacture.

Tile shall be subject to rejection on account of any of the following:

(a) Variations in any dimensions exceeding the

permissible variations given in Table 1. (6) Cracks, fractures, or defects in excess of those allowed in IV, workmanship and finish.

(c) Failure to give a clear ringing sound when a

dry tile placed on end is tapped with a light hammer.

AU rejected tile shall be plainly marked by the

inspector and shall be replaced by the manufacturer or seller with tile which meets the requirements

of these specifications, without additional cost to the consumer or purchaser.

The manufacturer or other seUer may appeal

from decisions of the inspector on questions of strength or structure when such decisions are based on visual inspection alone, in which case the point

at issue shall be determined by standard physical

tests, the cost of which shall be paid by the appellant, if the inspector was right, or by the purchaser

if his inspector was in error. American Society for Municipal Improvements,

standard specifications for sewers, 1927. (This specification includes requirements for one and two ring segmental tile blocks, vitrified clay ware, vitrified tile lining for inverts and

specifications for segmental block sewers.) See 518.67, page 453. American Society for Testing Materials, standard

specifications for drain tile, serial designation C4-24,

1924. Approved as "American standard," by the American Engineering Standards Committee, now the American Standards Association.

1. (a) These specifications cover three classes of drain tile, namely, farm drain tile, standard drain

tile, and extra-quality drain tile. (6) The purposes for which these classes are intended to be suitable are as follows: Farm drain tile, for ordinary private drainage work

on farms, for moderate sizes and depths.

Standard drain tile, for ordinary district land

drainage at moderate depths.

Extra-quality drain tile, for district land drainage,

for considerable depths, and where an extra quality

is desired.

2. The purchaser shall specify the class or classes of tile to be supplied, whether farm drain tile, standard drain tile, or extra-quality drain tile. Standard drain tile shall be supplied where no other advance selection is stated.

3. (a) The acceptability of drain tile shall be

determined (1) by the results of the chemical and

physical tests hereinafter specified, and (2) by visual inspection to determine whether the tiles comply

with the specifications as to dimensions, shape, and

freedom from visible external and internal defects.

(6) The acceptance of drain tile as satisfactorily

meeting one of these two general requirements shall not be construed as in any way waiving the other. MATERIALS AND MANUFACTURE

4. (a) These specifications shall apply to drain

tile made of shale, fire clays, or surface clays and to drain tile made of concrete.

(6) Shale is a thinly stratified, consolidated sedi- mentary clay 13 with well-marked cleavage parallel to the bedding.

(c) Fire clay is a sedimentary clay of low flux content.

Note.—It is usually associated with coal measures.

13 The definitions for the terms "surface clay," "fireclay," and

"shale" are based upon the following definition for the term "clay";

Clay.—An earthy or stony mineral aggregate consisting essentially

of hydrous silicates of alumina, plastic when sufficiently pulverized and wetted, rigid when dry, and vitreous when burned at a sufficiently high temperature.

608
CLAY AND CLAY PKODUCTS 534.21

(d) Surface cla}* is an unconsolidated, unstratified clay occurring on the surface.

(e) By concrete is meant a suitable mixture of Portland cement, mineral aggregates, and water hardened b}- hydraulic chemical reaction.

(J) If the purchaser desires to exclude any of these materials he shall so specify in advance. All materials used shall be first class of their kind and suitable

for the purpose.

5. The method of manufacture shall be such as to insure excellence of product and uniformity in quality.

CHEMICAL TESTS AND REQUIREMENTS

6. The purchaser may specify special chemical

requirements as to resistance of the tile to chemical

action in cases where soils or drainage waters have

marked acid or alkaline character, or are of abnor- mally high temperature, and may prescribe chemical

tests of the tile to ascertain whether these special

requirements are met. Without a special agree- ment in advance, no drain tile shall be rejected by

reason of its composition as determined by ultimate

chemical analysis.

The presence in drain tile of visible grains or masses of caustic lime, iron pyrites, or any other minerals which are known to cause slaking or dis- integration of the tile, shall be construed as a valid ground for rejection, unless satisfactory proof be

submitted that the tiles are permanent and durable,

and that the objectionable minerals are not present

in quantity or condition to work damage.

PHYSICAL TESTS

7. The physical tests of drain tile shall include

(A) strength tests and (B) absorption test, and may

include (C) freezing and thawing tests, when specified by the purchaser in advance or when called for by the manufacturer or other seller as provided in sections 34, 35, 47, and 52.

8. The specimens of tile shall all be selected at the factory or at the shipping destination, or at the trench, at the option of the purchaser. The

selection shall be made by a competent inspector

employed by the purchaser. The inspector shall divide the tile into subclasses if lack of uniformity

in any important particular warrants such division,

and shall select enough representative specimens of

tile from each subclass for a complete set of standard

physical tests.

9. A standard physical test shall comprise tests of five individual tiles. Specimens of tile may be

selected by the inspector in such number as he

judges necessary to determine fairly the quality

of all the tile. The manufacturer or other seller shall furnish specimens of tile without separate

charge up to 0.5 per cent of the whole number of

tile, and the purchaser shall pay for all in excess of that percentage at the same rate as for other tile.

(A) STRENGTH TESTS OF DHAUT TILE

10. The specimens of tile shall be unbroken,

full-size tile. 11. The walls of the tile shall, at the time of

testing, be as thoroughly wet as will result from

completely covering with hay, cloth, or similar absorbent material, and keeping the covering wet

for not less than 12 hours.

12. No specimen of tile shall be exposed to water

or air temperatures lower than 40° F. from the beginning of wetting until tested. Frozen tile shall be completely thawed before the wetting begins.

13. Each specimen of tile shall be weighed on

reliable scales just prior to testing, and the weights

shall be reported.

14. Any machine or hand method which will apply the load continuously, or in increments not

exceeding 5 per cent of the estimated total breaking

load, may be used in making the test. The tile shall not be allowed to stand under load longer than

is required for observing and recording the loads.

All solid parts of the bearing frames and bearing

blocks shall be so rigid that the distribution of the

load will not be affected appreciably by the defor- mation of any part. All bearings and the specimens

of tile shall be so accurately centered as to secure a

symmetrical distribution of the loading on each side

of the center of the tile in every direction.

15. The purchaser shall choose (1) sand bearings,

(2) two-edge bearings, or (3) three-edge bearings,

for use in making strength tests of drain tile. (See

sees. 18, 19, and 20.)

16. The test results shall be calculated and

reported, in pounds per linear foot of tile, in terms

of the "ordinary supporting strength." 14 The ordinary supporting strength shall be cal- culated by multiplying the test breaking loads by

the following factors: For sand bearings, 1.00; for 2-edge bearings, 1.50; for 3-edge bearings, 1.50. The results of the strength tests shall be reported

separately for each of the five individual specimens of

tile constituting a standard test, together with

the average.

17. The modulus of rupture may or may not be

calculated and reported, at the option of the purchaser. When reported it shall be calculated by the

equations.15 w

M=0.20r^o (!)

where

M=maximum bending moment in wall in poundinches per inch of length,

r =radius of middle fine of tile wall in inches, W—ordinary supporting strength, calculated as prescribed in section 16, in pounds per

linear foot of tile, /=modulus of rupture in pounds per square inch,

and

t =thickness of tile wall in inches. Five-eighths of the weight of the tile per linear foot for sand bearings, or three-fourths for 2-edge or 3-edge bearings, shall be added to W in computing

the maximum bending moment M, when such

addition exceeds 5 per cent of W. The value of t used shall be the average thickness of the wall at the top of the tile or that at the bottom, selecting the

lesser of the two.

18. When sand bearings are used, the ends of each specimen of tile shall be accurately marked in quarters of the circumference prior to the test. (See fig. 116, p. 339.) Specimens shall be carefully

bedded, above and below, in sand, for one-fourth the circumference of the tile measured on the middle

line of the wall. The depth of bedding above and

below the tile at the thinnest points shall be one-half the radius of the middle line of the wall. The sand used shall be clean, and shall be such

as will pass a No. 4 screen. The top bearing frame shall not be allowed to come in contact with the tile nor with the top bearing

plate. The upper surface of the sand in the top bearing shall be struck level with a straight-edge, and shall be covered with a rigid top bearing plate, with lower

surface a true plane, made of heavy timbers or other

rigid material, capable of distributing the test load

" The " ordinary supporting strength , '

' when calculated as specified

in section 16, is approximately equal to the actual supporting strength

ot a tile when laid in a ditch by the "ordinary" method. (See note under Table 2.)

15 The coefficient of 0.20 in equation (1) approximates the value found by theoretical analysis and also that determined by extended

tests.

609
534.21 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

uniformly without appreciable bending. The test load shall be ..applied at the exact center of this top bearing plate, in such a manner as to permit free motion of the plate in all directions. For this purpose a spherical bearing is preferred, but two rollers at

right angles may be used. The test may be made

without the use of a testing machine, by piling weights

directly on a platform resting on the top bearing

plate; provided, however, that the weight shaU be

piled symmetrically about a vertical line through the

center of the tile, and that the platform shall not be allowed to touch the top bearing frame. The frames of the top and bottom bearings shall be made of timbers so heavy as to avoid appreciable

bending by the side pressure of the sand. The

interior surfaces of the frames shall be dressed. No

frame shall come in contact with the tile during the

test. A strip of cloth may, if desired, be attached

to the inside of the upper frame on each side, along the lower edge, to prevent the escape of sand

between the frame and the tile. 19. When 2-edge bearings are used, the ends of each specimen of tile shall be accurately marked in halves of the circumference prior to the test. (See

fig. 114, p. 339.) The vile to be tested shall be supported by a

metallic knife bearing 1 inch wide and extending the length of the tile. Before the tile is placed, a fillet of plaster of Paris and sand 1 inch wide, and thick enough to compensate for all the inequalities of the

tile barrel, shall be cast on the surface of the knife- edge bearing. The tile shall be placed upon Che

fillet while the plaster of Paris is still somewhat

plastic. The load shall be applied through an

upper knife bearing of the same size and length as the lower bearing. A plaster of Paris fillet 1 inch wide shall be cast along the length of the crown of the tile to equalize the lower bearing before the upper one is brought into contact. Both of the bearings shall be sufficiently rigid to transmit and receive uniform loads throughout

their lengths without deflection, and shall be so attached to the machine as to transmit and receive the maximum stresses produced by the test without

lost motion, vibration, or sudden shock.

20. When 3-edge bearings are used the ends of each specimen of tile shall be accurately marked in halves of the circumference prior to the test. (See

fig. 115, p. 339.) The lower bearings shall consist of two wooden

strips with vertical sides, each strip having its interior top corner rounded to a radius of approximately one-half inch. They shall be straight and

shall be securely fastened to a rigid block with

their interior vertical sides 1 inch apart. The upper bearing shall be a wooden block,

straight and true from end to end. The test load shall be applied through the upper

bearing block in such a way as to leave the bearing

free to move in a vertical plane passing midway

between the lower bearings. In testing a tile which is "out of straight" the

lines of the bearings chosen shall be from those which appear to give most favorable conditions for

fair bearings.

(B) ABSORPTION TESTS OF DRAIN THE

21. Not less than three separate test specimens

from each five separate tiles shall be taken as a "standard sample" for the absorption test. Of the

three specimens from each tile, one shall be taken

from one end, another from the opposite end, and

the third shall be taken from the middle portion of the tile. Each specimen shall be of from 12 to 20 square inches in area, measured upon the exterior or convex side, and shall be as nearly square as the nature of the material Will readily permit. The

specimens shall be obtained by breaking the tile and

shall be apparently sound, solid pieces of the wall of the tile, and shall not show cracks or fissures or shattered edges due to the shock of breaking or

cutting. The specimens may be obtained from the broken pieces of the tiles used in the strength test if the restrictions as to the size and location of the specimens can be duly observed. The specimens

shall be so marked as to permit the identity of each

one to be ascertained at any stage of the test. 22. Preparatory to the absorption test all speci- mens shall be first weighed and then dried in a

drier or oven at a temperature of not less than

110° C. (230°F.) for not less than three hours. After removal from the drier the specimens shall be allowed

to cool to a temperature of 20° to 25° C. (68° to 77° F.) and reweighed. If the specimens were

apparently dry when taken and the second weight

closely checks the first the specimens shall be considered dry. If the specimens were known to be wet when taken they shall be placed in the drier for a further drying treatment of two hours and

reweighed. If the third weight checks the second

the specimens shall be considered dry. In case of any doubt the specimens must be redried for 2-hour

periods until check weights are obtained.

23. The balance used shall be sensitive to 0.5 g when loaded with 1 kg and weighings shall be read

at least to the nearest gram. Where other than

metric weights are used the same order of accuracy must be obtained. In reweighing after immersion the specimens shall be removed from the water, not allowed to drain for more than one minute, the superficial water removed

by towel or blotting paper, and the specimens at once put upon the balance.

24. Specimens after weighing shall be placed in a suitable woven-wire receptacle, packed tightly

enough to prevent jostling, covered with distilled water or rain water, raised to the boiling point and

boiled for five hours, and then cooled in water to a

final temperature of 10° to 15° C. (50° to 59° F.). 25. The test results shall be calculated as per- centages of the initial dry weight, carried to the

nearest first decimal place. The results shall be

reported separately for each individual specimen,

together with the mean of the 15 or more specimens

comprising the standard sample, the maximum and

the minimum single observations entering into the mean, and the variation between the maximum and

the minimum of the three specimens of each tile represented in the standard sample.

(C) FREEZING AND THAWING TESTS OF DRAIN THE

26. The test specimens employed in making the

freezing and thawing test shall be another set selected as specified in section 21. 27. The specimens shall be dried as specified in section 22.

28. The same scales and weights as are specified in section 23 for the absorption test or others of equivalent sensitiveness and accuracy shall be

employed for the weighings required in the freezing

and thawing test. The same procedure in weighings and reweighing as specified in section 23 shall be used.

29. The specimens shall be immersed for 72 hours in water having a temperature of 18° to 24° C. (65° to 75° F.) and then weighed as specified in section 23.

30. When the specimens (either from the absorption test or from a specially prepared series) have

been weighed after saturation with water they shall be returned to the water and kept immersed till the

freezing test is begun. For freezing, they shall be

placed with their concave faces upward in watertight metal trays, suitably mounted in a rigid metal

610
CLAY AND CLAY PRODUCTS 534.21

crate, 16 and immersed in ice water until the specimens

have attained substantially the temperature of the

water, after which the water shall be drawn down

to a depth of one-half inch in each tray. The

crate shall then be lifted as a whole, without dis- turbing the specimens, and placed in the freezing

apparatus.

Freezing shall be performed in a quiet atmosphere, free from perceptible natural or artificial

until the water in the trays is frozen solid. Exposure to freezing conditions in excess of this requirement shall be considered as without significance.

At the conclusion of freezing under the specified conditions the crate of specimens shall be withdrawn and at once immersed in water at a temperature of 18° to 24° C. (65° to 75° F.) in a special

receptacle of proper size. Heating shall be con- tinued so that the water will regain the required

-fcg

Building Paper

Lining.

Per Cock

Sawdust

..-J^—li "Felt- Strips Lj„

2'a Z

<-5">

n

^r-:-?.' CopperLining .._ ;

33

-12 {-:-

<- 5->

1

2x2' a

Sawdust \

Building Paper

Lining

~~- Rack of yPipe Section A-A.

i >B

'-- Rack ofl"Pips Section B-B

Iffe/t

Strips

Plan View,

Top Removed .

Note • Box to be Constructed of Seasoned

White Pine, free frorn Dsfects, or other

Suitable Timber, i~x 6 t vnleti otherwise Specified.

Plan View, Top in Place SUGGESTED PLANS

FOR FREEZING BOX

USING SALT AND ICE TO FREEZE Figure 226

currents. If artificial freezing apparatus is employed 17 the apparatus shall have sufficient heat- absorbent capacity to enable the temperature of the freezing chamber to be brought to —10° C.

(14° F.) or below within 30 minutes after the in- troduction of the specimens. The temperature in the freezing apparatus shall not fall lower than

—20° C. (—4° F.). The freezing shall be continued

u Fig. 225 shows a crate and trays suitable for use in the box for

artificial freezing illustrated in fig. 224.

17 Artificial freezing will generally be necessary. It may be con- ducted in a commercial zero (F.) refrigerating room or in an artificial freezing box similar to the one shown in Figure 226, in which zero

(F.) temperatures can readily be produced by the use of salt and ice.

temperature as soon as practicable after the speci- mens are immersed. A temperature of 18° to 24°

C. (65° to 75° F.) shall then be maintained for not

less than two hours. At the conclusion of the thawing treatment the crate of specimens shall be

inspected and the condition of each sample after each thawing shall be noted in the records.

31. Failure under the freezing and thawing

treatment shall be considered to be reached when

(a) The specimens show superficial disintegration

or spalling with loss of weight of more than 5 per

cent of the initial dry weight, or (6) the specimens

are badly cracked in other than lamination planes;

611
534.21 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

or (c) the specimens show evident serious loss of structural strength.

PHYSICAL-TEST REQUIREMENTS

32. The physical-test requirements for the (lif- erent classes of drain tile shall be as given in Table 1. 33. Drain tile made of mixtures of surface clays

with other clays shall conform to the absorption

number represented by the standard sample (sec. 21). If the material passes the freezing and thawing test satisfactorily it shall not be rejected on

account of its failure to meet the absorption require- ments specified in Table 1, but the average per- centage of absorption of the specimens used in the freezing and thawing test shall be adopted as the maximum allowable mean absorption for the

contract in question.

ET-. fe

Trays

partly

Removed

Front Elevation. Side Elevation.

Z Corner Strips, l£"xg"xl'5jiV

Top View,

Trays Removed.

Section A-A,

Trays Removed.

Notes i „ Rack Constructed of g X-g X g"

Galvanized Angles, except as Noted.

All Connections Riveted or Soldered.

Trays, 11x11 x /g outside, Made of

No. 17 Galvanized Steel. Figure 227.

Suggested plans for freezing crate and trays

requirements for surface-clay tile in Table 1, when

the proportion of surface clay is 75 per cent or more

and to the requirements for shale and fire-clay

tile for all other proportions.

34. In the event that a standard sample (sec. 21) of tile fails to meet the requirements of the absorption test the manufacturer or other seller may

demand recourse to the freezing and thawing test, to be made at his expense. In such recourse the number of tiles tested shall be four times the

35. In the strength tests individual tiles of a

standard test whose mean strength, is satisfactory

may fall 25 per cent below the requirement for the average without causing rejection. In the absorption test the absorption of individual tiles of a

standard sample (sec. 21) which gives a satisfactory mean absorption percentage may exceed the aver- age by 25 per cent without causing rejection. In

the freezing and thawing test at least 95 per cent

of all the tiles tested shall meet the requirement.

612
CLAY AND CLAY PRODUCTS 534.21

In the event of the failure of a standard sample

(sees. 9, 21, and 26) to meet the above requirements

the manufacturer or other seller may thoroughhy

cull the material and submit a portion for retest at his own expense, and for such retest the number

of tiles per sample shall be 10 for the strength and

absorption tests and 20 for the freezing and thawing

test. In the event of the failure of the material

after culling to pass the requirements it shall be

rejected without further test. Table 1.

Physical-test requirements for different classes of drain tile

[Caution.—Drain tile meeting these requirements are not necessarily safe against cracking in ditches. For safe requirements as against cracking see Table 2]

JllilCl Tntpmsil 1 If* I (iiftTTipfpr Llid lilt: I CI nfUl +>*lo ir«G in1-U luetics

Farm-drain tile Standard drain tile Extra-quality drain tile

Miniaverage ordinary

supporting strength

Maximum average ab- sorption by standard

boiling test Miniaverage ordinary

supporting

strength

Maximum average ab- sorption by standard

boiling test Miniaverage ordinary

supporting strength

Maximum average ab- sorption by standard

boiling test

Shale and

fire-clay

tile

Surface- clay tile

Concrete

tile

Shale and

fire-clay

tile

Surface- clay tile

Concrete

tile

Shale and

fire-clay

tile

Surface- clay tile

Concrete

tile

Lbs. per Lbs. per Lbs. per

tin. ft. Per cent Per cent Per cent tin. ft. Per cent Per cent Per cent tin. ft. Per cent Per cent Per cent 4 800 11 14 12 1.200 9 13 10 1,600 7 11 9

5 800 11 14 12 1,200 9 13 10 1,600 7 11 9 6- 800 11 14 12 1,200 9 13 10 1, 600 7 11 9 8. 800 11 14 12 1,200 9 13 10 1, 600 7 11 9

10 800 11 14 12 1,200 9 13 10 1,600 7 11 9

12 800 11 14 12 1,200 9 13 10 1,600 7 11 9

15 1,000 11 14 12 1,300 9 13 10 1, 600 7 11 9 18.. 1,400 9 13 10 1, 800 7 11 9

21 1,550 9 13 10 2, 100 7 11 9

24 _ 1.700 9 13 10 2. 400 7 11 9

27 1,850 9 13 10 2,700 7 11 9 30 Not permitted 2,000 9 13 10 3,000 7 11 9 33„ 2,150 9 13 10 3, 300 7 11 9 36 - 2,300 9 13 10 3,600 7 11 9 39 2,450 9 13 10 3,900 7 11 9 42 i 2,600 9 13 10 4,200 7 11 9

1 Larger sizes recommended as standard are as follows: 45, 48, 54, and 60 inches. Note.—When the freezing and thawing test is made as provided in section 7, the number of freezings and thawings to be endured shall be as follows: For farm-drain tile, 24; for standard drain tile, 36; for extra-quality drain tile, 48. Table 2.

Standard ordinary supporting strengths of drain tile for ordinary sand and for thoroughly wet clay

ditch filling materials

[Strengths in pounds per linear foot]

Height of nil above top of

tile, in feet

1 foot 2 feet 3 feet 4 feet 5 feet Method of laying pipe

Ordinary First class Ordinary First class

| Ordinary | First class

[ Ordinary | First class

| Ordinary | First class

Ditch-filling material

Breadth of ditch at top of tile

Sand Clay Sand Clay Sand Clay Sand Clay Sand Clay Sand Clay ;Sand Clay Sand Clay Sand Clay Sand Clay

2 265 280 220 235 615 635 510 530 970 990 810 830 1, 330 1, 350 1,110 1, 130 1,690 1,710 1, 410 1, 430 4 400 450 335 375 1,050 1, 120 880 935 1, 750 1,820 1,460 1,520 2,450 2,540 2,040 2,110 3,160 3,250 2,640 2,710 6 470 545 390 455 1, 370 1,500 1, 140 1,250 2, 370 2,530 1,980 2, 110 3,410 3,580 2,840 2,980 4, 460 4,640 3, 720 3, 870 8 -

505 605 420 505 1,600 1,790 1,330 1, 490 2, 870 3,110 2,390 2,590 4,220 4,490 3, 510 3,740 5,590 5,890 4,660 4,910 10 525 640 440 535 1, 760 2,010 1,470 1, 680 3,270 3, 610 2,730 3, 010 4,900 5, 290 4,080 4,410 6,590 7.020 5, 490 5,850 12 535 660 445 550 1,880 2,190 1,570 1, 820 3,600 4,030 3,000 3, 355 5, 480 6,000 4,570 5,000 7,460 8, 030 6,220 6,690

14___ — 540 675 450 560 1, 960 2,320 1, 640 1,930 3,850 4,380 3, 210 3, 650 5,980 6,620 4, 980 5,520 8, 230 8,950 6,850 7,4fi0 16-— 545 680 455 565 2,030 2,420 1,690 2,020 4,060 4,670 3, 390 3, 890 6,400 7,160 5, 330 5,970 8,890 9,770 7,410 8,150 18 545 685 455 570 2,070 2,500 1,720 2,090 4,230 4,920 3, 530 4,100 6,750 7,630 5,630 6,360 9,480 10,520 7,900 8,770

20 545 690 455 575 2,100 2,560 1, 750 2,140 4,370 5, 130 3,640 4,280 7,050 8,060 5,880 6, 720 9, 990 11,200 8,330 9,330 22 545 690 455 575 2,120 2,610 L770 2,180 4, 470 5,310 3,730 4, 420 7,310 8, 430 6,090 7,020 10, 400 11,800 8,700 9, 830 24 545 690 455 575 2,140 2,650 1, 780 2,210 4,560 5,450 3, 800 4,540 7,520 8, 750 6,270 7,290 10, 800 12,300 9, 030 10,300 26 545 690 455: 575 2,150 2,670 1,790 2, 230 4,630 5,580 3.850 4,640 7,700 9,030 9,280

6,420 7,530 11, 200 12,800 9,320 10,700

28 545 690 455 575 2160 2,700 1,800 2,250 4,680 5,680 3, 900 4,740 7,860 6,550

6,660

7,740 11,500 13, 300 9,570 11, 100 30 545 690 455^ 575 2, 170 2,710 1, 810 2,260 4,730 5,770 3.940 4, 810 7,990 9, 500 7,920 11, 800 13,700 9,800 11, 400 Very great— 545 690 455 575 2,180 2,770 1, 820 2,310 4,910 6,230 4,090 5, 190 8,730 11, 100 7,270 9,230 13,600 17,300 11, 400 14,400

Note.—Ordinary pipe laying is pipe laying in accordance with customary good practice in tile-drain construction whereby the under

side of the pipe is well bedded on soil for 60° to 90° of the circumference.

First-class pipe laying is pipe laying in accordance with the best customary practice in pipe-sewer construction whereby the entire under

side of the pipe is very thoroughly bedded on soil and the entire pipe is surrounded by well-compacted soil under the direction of an inspector constantly present on the work. When pipe is laid in a concrete or other permanent masonry cradle strong enough to carry the entire load to the subbase without breaking and large enough to prevent material settlement the standard strengths for all dimensions of ditches and all filling materials shall be those

specified for standard drain tile in Table 1. 613
534.21 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

36. The manufacturer or other seller shall not be held responsible for cracking of drain tile in ditches unless by special agreement in advance,

and in any event his obligation shall be held to be

discharged by the delivery of drain tile having the minimum ordinary supporting strengths specified

in Table 2; and, if it is not otherwise specified in advance by the purchaser, tile shall be supplied

of the strengths specified for clay ditch filling, for "ordinary" pipe laying, and for widths of ditch at the level of the top of the tile equal to 0.5 foot greater than the outside diameters of the tile. The purchaser shall furnish to the manufacturer or other seller complete information, in advance of receiving bids, as to the number of linear feet of drain tile of each diameter required for each different depth of ditch, measured to the nearest foot from

the surface of the ground to the top of the tile. VISUAL INSPECTION

37. All drain tile shall be given a thorough

visual inspection at the trench by a competent

inspector employed by the purchaser. The pur- poses of the visual inspection shall be (1) to cull and reject imperfect individual tiles, and (2) to determine whether the tiles, independently of meeting the chemical and the physical test requirements, comply with the specifications of general

properties, especially as stated hereinafter.

38. All drain tile shall be of approximately

circular cross section, except when otherwise

specified in advance. They shall be approximately

straight, except in the case of special connections. The ends shall be so regular and smooth as readily to admit of making close joints by turning and

pressing together adjoining tile. 39. The sizes of drain tile shall be designated by

their interior diameters.

40. Drain tile smaller than 12 inches in diameter

shall have a minimum length of 12 inches. Tile of from 12 to 30 inches in diameter, inclusive, shall have lengths not less than the diameters. Tile larger than 30 inches in diameter shall have a mini- mum length of 30 inches.

41. Drain tile shall be substantially uniform in structure throughout, and the inspector shall investigate this property by examining fractured

surfaces.

42. Drain tile shall give a clear ring when stood on end and while dry tapped with a light hammer.

43. The inspector may use the color of drain

tile as a general guide in sorting and inspecting,

but he shall first so familiarize himself with the raw materials and the processes used in the manufacture of the particular tile in question as to be

competent to interpret the true meaning of variations

in their color. 44. Drain tile shall be reasonably smooth on the

inside. 45. Drain tile shall be free from cracks and

checks extending into the body of the tile in such a manner as to decrease the strength appreciably.

Tile shall not be chipped or broken in such a manner

as to decrease their strength materially or to admit

earth into the drain.

46. All drain tile shall be sufficiently "vitrified" or "hard burned" to afford the degree of supporting

strength, percentage of absorption, and resistance

to freezing and thawing specified in the physical-test

requirements prescribed in Table L

47. The manufacturer or other seller may appeal

from decisions of the inspector on questions of strength or structure when such decisions are based on visual inspection alone, in which case the point

at issue shall be determined by standard physical

tests, the cost of which shall be paid by the appellant if the inspector was right or by the purchaser

if his inspector was in error. Table 3.

Distinctive general physical properties of

different classes of drain tile

_

I' arm

drain

tile

Stand- ExtraT>V, T7C,: --1 _____ f

. fl J ard

drain

quality drain

tile tile

Allowable variation of average diameter below specified diameter., .per cent 5 3 3 Allowable variation between maximum and minimum diameters of same tile, or aver- age diameters of adjoining tile percentage of thickness of wall.. 85 75 65 Allowable variation from straightness

5 3 3 Allowable thickness of exterior blisters, lumps and flakes which do not weaken tile and are few in number

..percentage of thickness of wall... 25 20 15 Allowable diameters of above blisters, lumps and flakes ...percentage of internal diameter.. 20 15 10 General inspection _ _ (') (

2 ) (

3)

1 Careful. * Rigid. a Very rigid.

48. Drain tile of the different classes shall, in addition to all requirements heretofore specified,

have the distinctive physical characteristic pre- scribed in Table III. TESTING, INSPECTION, AND REJECTION

49. All tests shall be made by experts employed

by the purchaser. FuU reports of all tests shall be

furnished the manufacturer or other seller on his request. Tests shall be made and reported

promptly.

50. The purchaser shall pay the expense of making

all tests except as otherwise specified in sections

9, 34, 35, 47, and 52.

51. The number of standard tests to be made

shall be determined by the purchaser.

52. In all contracts for 10 or more carloads of

tile preliminary general tests and inspection shall be made at the factory by the purchaser upon

demand of the manufacturer or other seller. The

expense of such tests and inspection shall be paid

by the manufacturer or other seller. 53. The inspector shall be employed by the

purchaser.

54. The manufacturer or other seller of the drain

tile shall afford the inspector all reasonable facili- ties for his work, both as to the selection of specimens

for test and as to visual inspection. Inspection

shall be completed promptly.

55. The inspector shall plainly mark all drain

tile which he rejects, and such rejected tile shall be removed promptly by the manufacturer or other

seller. Upon the request of the purchaser, the manufacturer or other seller shall givejfull account of the removal of rejected tile. 534.22 Hollow Building Tile. American Railway Engineering Association, specifications for buildings for railway purposes. CLAY HOLLOW TILE, 1926 GENERAL The contractor shall furnish all labor, materials,

tools, scaffolding, and equipment, except as other- wise noted, necessary to entirely complete any or

all classes of clay hollow-tile work herein specified,

according to the class of building and as shown or implied on the drawings.

614
CLAY AND CLAY PRODUCTS 534.22

The contractor shall provide and erect all hollowtile exterior and interior bearing walls of hard-burned

hollow tile, true and regular in size. Tile to which plastering is to be applied shall have all faces scored with special dovetail scoring

to furnish a good bond.

All subdividing, nonbearing partitions where

shown on plans shall be of hollow partition tile. HOLLOW-TTLE MATERIAL

All hollow building tile shall be straight uniform,

free from objectionable cracks, and burned to such a degree of hardness that it will pass the following

requirements:

(a) Standard load-bearing tile shall have an

absorption not to exceed 12 per cent and be capable

of sustaining a load of at least 700 lbs. /in.2 of gross area when designed to be laid with the cells horizontal and tested in that position, and 1,200 lbs. /in.2 of gross area when designed to be laid with the cells vertical and when tested in that position.

(b) Finished face tile shall have an absorption not

to exceed 10 per cent and be capable of sustaining a load of at least 700 lbs. /in.2 of gross area when

designed to be laid with the cells horizontal and

when tested in that position and 1,200 lbs. /in.2 of gross area when designed to be laid with the cells vertical and when tested in that position.

(c) Vitrified foundation tile shall have an absorption not exceeding 8 per cent and be capable of sustaining a load of at last 1,200 lbs. /in.2 over the

gross area when tested in the same position as when

laid in the wall. LAYING

Tile in the exterior walls and interior bearing

walls shall be load-bearing tile laid to develop their

full strength. No vertical or head joints shall be mortared through the wall, but a generous air space shall be left in the center of the walls by butter- ing the two edges of each tile either before or after

it is set in the wall. All tile must be wet before concrete or mortar is placed.

MORTAR

All mortar used for laying up the hollow tile shall consist of Portland cement and clean, sharp

sand in the proportion of 1 part cement to 3 parts

sand, well mixed to a smooth, moderately stiff mortar. Cold lime putty not to exceed 10 per cent

of cement by volume will be allowed in the mortar. FOUNDATION TILES Where so indicated on the drawings the foundation walls from top of footings to the underside of

first-floor beams shall be constructed of hard-burned

foundation tile. Where columns or piers supporting heavy loads rest on the foundation walls same

shall be filled with concrete from footing to top of

walls. SUBDIVIDING PARTITIONS

All partitions shall be started on the structural

floor and be wedged against the floor above. JAMB TILE The contractor shall provide for all door and

window openings, where indicated, jamb tile with

rabbitted openings to receive the door or window

frame box. The space between the tile and the frame box shall be well filled with mortar to within 1 inch of stop bead and calked to stop bead with

roofer's cement or oakum to prevent the passage of air or moisture.

LINTELS Openings not exceeding 5 feet in clear span may

be spanned with arch lintel tile or with regular

tile reinforced with proper steel rods in the lower

cells and filled solidly with stone concrete. Openings over 5 feet in clear span shall be spanned

with reinforced concrete or with steel lintels faced with tile, as shown on drawings.

SILLS Where called for by the drawings, sills of special

hollow-sill tile shall be used. Special care must be

taken to fill all joints so as to prevent moisture

working through them; wood sill of window frame

shall be set in heavy bed of roofer's cement. ARCH OPENINGS

All arch openings shown on drawings shall be

spanned with 2-course rowlock hollow brick header

arches, carefully laid on substantial centers. Arches

shall spring from the hollow tile and must be well bedded on them.

COLUMNS AND PIERS Columns and piers, so indicated, shall be constructed of hollow tile to sizes shown. Where

column finish is round they shall be built of circular hollow tile column covering filled with concrete where the second-story walls are supported by

them. Square columns shall be built of the proper

size hollow tile laid as indicated under "laying." FLOOR JOIST BEARINGS

Tile slabs 1 inch thick shall be provided and set under all floor joists as bearing plates for end

construction tile. WALL PLATES

In the upper courses of wall at intervals of 5 feet %-inch bolts projecting 6 inches above the top

shall be embedded in cement grout to allow the

plate being fastened down with washers and nuts. FLOORS

Floors shall be segmental arch or flat arch of hollow-tile construction, as indicated on the

drawings. DEPTH OF TILE Depth of hollow tile shall be regulated by span and load to be carried and as indicated on the

drawings. CENTERS

Centers must bs of such size as to insure against

deflecting, and must not be removed before the

floor has properly set, and under long spans a

center line of supports must be maintained for at least three weeks after the floor has been completed.

CLEANING, ETC. Upon completion of this work the contractor

shall repair all damaged tile, clear away all rubbish

of every description, leaving this part of the work

clean and in perfectly good condition. GENERAL CONDITIONS

All materials entering into the work and all methods used by the contractor shall be subject

to the approval of the engineer, and no part of the work wul be considered as finally accepted until

all the work is completed and accepted.

100925°—30 40 615
534.22 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

The general conditions as given in 518.50, page 416,

shall be considered to apply to this specification.

American Society for Testing Materials, standard

specifications and tests for hollow burned clay

tile, 1927. C34-27, load-bearing wall tile. C57-27, floor tile.

1. The tile shall be made from surface clay, shale, fire clay or admixtures thereof.

2. (a) According to the results of physical tests,

tile shall be classified as hard, medium, and soft on the basis of the following strength and absorption

requirements, both of which must be met for a

given class: Note.—As different types of clay are used in the manufacture of

tile, color can not be taken as indicative of classification.

Absorption

Class Mean of 5 tests Individual, maximum

Hard Medium...

Soft

Per cent 12 or less 16 or less.. .. 25 or less

Per cent

15

1928

Compressive strength

Class

C34: i Hard Medium...

Soft C57: 2 Hard Medium

Soft

End construction

Mean of 5 tests

2,000 or more.

1,400 or more.

1,000 or more.

4,600 or more.

3,200 or more.

2,000 or more.

Indi- vidual, mini- mum

1,400

1,000

700

3,000

2,250

1,400

Side construction

Mean of 5 tests

1,000 or more.

700 or more..

.

500 or more...

2,400 or more.

1,600 or more.

1,200 or more.

Indi- vidual, mini- mum

700

500 350

1,700

1,100 850

1 Based on gross area Obs./in.2 ). Gross area shall be taken as the

total area inclosed by the outside dimensions of the unit taken in a

direction perpendicular to that in which the load is carried.

2 Based on net area (lbs./in. 2 ).

(o) Where end-cons cruction tiles are used on the

side they shall meet the requirements of that

construction, and vice versa. WEIGHTS

3. (a) The tile shall have the following dry

weights determined as hereinafter specified:

C-84

Size of unit, in inches

ZH by 12 by 12. 6 by 12 by 12... 8 by 12 by 12...

10 by 12 by 12.. 12 by 12 by 12.. Do

SH by 5 by 12 8 by 5 by 12 Do

8 by 5 by 12 (L-shaped).

8 by 6H by 12 (T-shaped)..

8 by 7% by 12 (square)

8 by WH by 12 (H-shaped).

8 by 8 by 8 (cube)

Number of

cells

Standard weight

Pounds

203036

42

C-57

Flat arch

Depth of arch, in inches

Average

weight per square foot

6

7

8

910

12

15

Pounds

26

2932

35

38

4250

Segmental arch

Depth of arch, in inches

Average

weight

per square

foot of floor

68

10

Pounds

30

36

40

Tile for use in combination hollow tile and concrete construction

Size of unit, in inches

4 by 12 by 12. 6 by 12 by 12. Do

8 by 12 by 12. 10 by 12 by 12 12 by 12 by 12

Mini- mum

number

of cells

Standard

weight

Pounds

162225

30

35

40

(6) A tolerance of 5 per cent will be allowed on

the above standard weights.

DIMENSIONS

4. No dimension shall vary more than 3 per cent from the standard dimensions for any form of tile. WORKMANSHIP AND FINISH

5. All tile shall be well burned, reasonably free from laminations, and from such cracks, blisters, surface roughness, and other defects as would

interfere with the proper setting of the tile or impair

the strength or permanence of the construction. The exterior suiface of all the tile intended for plaster or stucco shall be scored in such a manner as

to give good adhesion.MARKING

6. All tile shall bear the initials, name, or trade- mark of the manufacturer. Tile supplied in filling specification C34 shall bear the words "Load bear- ing " and hollow tile intended for use in partitions

under specification C57 shall be marked "Partition." These marks shall be indented on the exterior of the

tile and shall be plainly legible.

INSPECTION AND REJECTION

7. Proper facilities shall be provided the pur- chaser for sampling and inspection, either at the

factory or at the site of the work, as may be specified

616
CLAY AND CLAY PRODUCTS 534.22

in the contract. At least 10 days from the time of sampling shall be allowed for the completion of the

test. The inspection shall be based on the require- ments specified above. All tests shall be made in accordance with the methods hereinafter prescribed.

8. Individual tile shall be rejected for failure to meet the weight, size, or workmanship and finish requirements. In case of failure to meet the absorption and strength requirements for the class specified the seller may sort the shipment, and new samples

shall be selected by the purchaser from the retained

lot and tested at the expense of the seller. In case the second set of samples fails to meet the test requirements the entire lot shall be rejected.

9. Except as specified in the above paragraph and

unless otherwise agreed, the expense of inspection

and testing shall be borne by the purchaser,

TESTS

SAMPLING

10. Samples of tile for testing shall be selected by

the purchaser or by a competent representative

authorized by him to do his work. In all cases the samples shall be representative of the whole lot of tile from which they are selected. Full-size tile shall be taken in all cases.

11. For the strength, absorption, and weight

determinations, five individual tile shall be selected from each kiln or from each 100-ton lot. Where

tile of several designs are used, enough samples shall be weighed to determine the true average weight in pounds per square foot for the construction. In no

case shall less than five tile be taken. For the fire test the size of the test panel will govern the number

of tile required. Samples for the freezing tests shall be taken from tile that have not been subjected

to strength or fire tests.

12. Samples for the strength and absorption

tests shall be selected at the factory or at the site of the work, as specified in the contract. If the

fire or freezing tests are to be made, it shall be so

specified at the time of placing the order, samples

being selected at the factory at least 45 days in advance of the time of filling the order, and 90 days

in advance for freezing tests. 13. All tile selected for test shall be plainly and

permanently marked for reference by the testing

operator. WEIGHT DETERMINATIONS

14. The five tile, if not in kiln-dry condition,

shall be dried to constant weight at a temperature

of not less than 100° C. (212°F.) and be weighed

separately. The scale shall be sensitive to within

0.5 per cent of the weight of the smallest unit. STRENGTH TESTS

15. Five full-size dry tile shall be used.

16. The speed of the moving head of the testing

machine shall not be more than 0.05 inch per

minute.

17. A spherical bearing block of proper design

shall be placed on top of the test sample.

18. (a) Bearing surfaces of the test samples and

portions adjoining them which are liable to absorb water from the plastic capping shall be coated with

shellac and allowed to dry. A quantity of plastic mortar made of a mixture of 3 parts (by volume)

of Portland cement and 1 part of unretarded gypsum

(plaster of Paris) mixed with sufficient water to spread evenly shall be placed on a plain surface which has been coated with oil, and allowed to harden sufficiently to bear the weight of the tile. The surface to be capped shall be placed on this mortar, and while holding the specimen so that its

axis is at right angles to the capping surface it shall be given a single firm pressure.

(i>) The average thickness of the cap after the extruded plaster has been removed and the edges

trued shall not be more than one-eighth inch. Patching of caps after setting shall not be per- mitted. Imperfect caps shall be removed and

replaced with new ones.

(c) Where time is not available for aging the cement-gypsum cap, a cap of neat gypsum may

be used, although the resulting tile strength will generally be lower than with the cement-gypsum

cap. If the tile so capped fail to pass specification

requirements on the score of strength, they shall be retested with Portland-cement-gypsum caps aged not less than three days.

19. When the cement-gypsum cap is used it shall age at least three days before the tile is tested. Where the neat gypsum cap is used the tile may

be tested as soon as the plaster has been well set, but not sooner than one hour after the sample has been capped.

20. All tile shall be tested in a position such

that the load is applied in the same direction as

in service. ABSORPTION TESTS

21. The samples shaU consist of five tile or three

representative pieces from each of these five tile. If small pieces are used two shall be taken from

the shell and one from an interior web, the weight

of each piece to be not less than 227 g (% pound).

The samples shall have had their rough edges

or loose particles ground off and be free from cracks from the failure of the tile in compression, where

taken from tile which have been subjected to strength tests. 22. Each piece shall be marked so that it may

be identified at any time with the tile from which

it was taken. Markings which do not cover more

than 5 per cent of the total superficial area of the

piece shall be used.

23. Preparatory to the absorption tests all samples shall be dried to constant weight in a drier or oven at a temperature of not less than 100° C.

(212° F.). 24. The balance used shall be sensitive to within

0.2 per cent of the weight of the smallest unit or piece tested.

25. After obtaining the dry weight of the samples

they shall be immersed in soft, distilled, or rain water, raised to the boiling point and boiled continuously for one hour, and then aUowed to cool

in water to room temperature.

26. After saturation, the sample shall be removed

from the water and allowed to drain for not more

than one minute. The superficial water shall be removed with a damp cloth, after which they shall be weighed immediately.

27. The test results shall be calculated as per- centages of the initial dry weight, carried to the

nearest first decimal place. The results shall be

reported separately for each tile, with the average

for the five tile. FREEZING TESTS (This test is used in connection with Specification

C-34 only.)

28. Where the freezing test is to be made, five separate representative the shall be selected.

29. If not possible to use the whole tile, a piece

consisting of a cell not less than 4 inches long shall be sawed from the tile. These pieces shall be

saturated by immersion in cold water for at least 72 hours prior to starting the freezing.

30. Any practical method of obtaining alternate

freezings and thawings may be used, the freezings to be always made with fully saturated samples

617
534.22 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

and the time and temperature to be such as to insure full freezing and thawing throughout the specimen. The initial weighing and all weighings

for loss shall be made on dry specimens.

31. The balance used shall be sensitive to within

0.1 per cent of the weight of the smallest unit or

piece tested.

32. Failure under the freezing and thawing

treatment shall be considered to be reached when

(a) The samples show superficial disintegration or spalling with loss of weight of more than 5 per

cent of the initial weight; or (&) the samples are badly cracked; or (c) the samples show evident loss of structural strength.ADDITIONAL

In addition to the foregoing, the following

requirements apply individually to the specifications as designated:

SPECIFICATION C34-27

All tile shall be so designed that substantially the same masonry strength will be developed in

all wall thicknesses for which they are to be used. WEATHERING RESISTANCE

All tile used in exterior work subjected to weathering conditions shall be able to withstand 100 alter- nate freezings and thawings. Tile classed as hard

or medium by these specifications may be considered

as meeting the weathering requirement, provided

they are burned to the normal maturity for the given clay. Tile classed as soft shall be accepted as meeting the weathering requirement only on the

basis of freezing tests.

EIRE RESISTANCE The tile shall meet the following requirements as tested according to A. S. T. M. C19-26T (see 534.10,

p. 569), as the tests apply for bearing walls and partitions, and to be acceptable shall develop the follow- ing resistance periods as tested unplastered:

Thickness

of wall

^Number of units in wall thick- ness

Number of

cells in wall

Resistance

period 1

Inches Hours

8 1 2 V/i 8 1 3 2 12 1 3 3

12 2 3 4

12 2 4

' 5

16 2 or 3 4 6

16 2 or 3 * 6 8

1 These are near the minimum values developed in tests. The

average results will generally be higher. Plaster coatings % inch

thick applied on both sides and remaining in place throughout the

fire test will increase the periods by 1 to 2 hours. SPECIFICATION C57-27

FIRE RESISTANCE In cases where the fire resistance is an essential property the purchaser shall specify the degree of

fire resistance (fire-resistance period) required, and

the manufacturer shall supply such available information on the fire test performance of the given or closely similar product as will aid the pur- chaser in deciding whether the requirements are met. Further tests in accordance with A. S. T. M.

C19-26T. (See 534.10, p. 569.) By agreement, acceptance may be based on dry

weight of the units, percentage of absorption, fire resistance, and the workmanship and finish.

American Society for Testing Materials, tentative

specifications and tests for hollow burned-clay

fireproofing, partition and furring tile, serial designation C56-28T, 1928. (This specification is practically the same as

A. S. T. M. C57, given above, with the exception of the absorption and weight requirements, which for

this specification are as follows:)

1. According to the results of the physical tests,

tile shall be classified as hard, medium, and soft on the basis of strength and absorption requirements, the class of any lot being determined by the requirement which gives it the lowest rating.

Absorption

C56 Mean of

5 tests

Individual maxi- mumIndividual mini- mum

Hard 6-12 15 5 Medium . 12-16 19 5 Soft 16-25 25 5

Weights—Standard partition tile

Dimensions, in inches

Mini- mum

number

of cells

Standard

weight

Pounds

3 by 12 by 12 3 15

4 by 12 by 12 3 16

6 by 12 by 12 3 22 Do 4 25 8 by 12 by 12 4 30

10 by 12 by 12 4 35

12 by 12 by 12 4 40

Federal Specifications Board, specification No.

506, United States Government master specifica- tion for tile, hollow clay, floor, July 11, 1927. (This specification is substantially the same as

for the medium and soft grades of tile in A. S. T. M.

C57, given above, with the exception of require- ments for compressive strength, method of sampling,

and basis of acceptance, which for this specification are

1 as follows:)

Compressive strength (pounds per square inch of net area)

Class End construction Side construction

Average of 5 Individual, minimum

Average of 5 Individual, minimum

M 3,000 or more

2,000 or more

2,000

1,400

1,500 or more

1,000 or more

1,000 S — 700

.

SAMPLING

A set of five representative tiles for test shall be

taken at random from shipments not exceeding 100

tons, and additional sets of five for each 100 tons

for larger shipments. Where a shipment contains

tile from several sources, separate sets of samples

shall be taken of the tile from each. Where sampled

at the plant, one set shall be taken from each kiln or from each 100-ton lot for continuous kilns. Separate samples shall be taken of each size and

design of tile included.

618
CLAY AND CLAY PRODUCTS 534.23

BASIS OF ACCEPTANCE

The requirements have been simplified to permit

acceptance based on weight, absorption, material,

and workmanship in cases where the tile is used under loads considerably below working load values,

which is frequently the case. These determinations

can be made if necessary at the site of the work

or at the plant with equipment that can be provided

without much difficulty. For more exacting use

the compression tests should be made and accept- ance based on their results in addition to those from the weight and absorption determinations,

the standing of any set of samples being determined

by the requirement which gives it the lowest

classification. Federal Specifications Board, specification No.

507, United States Government master specification

for tile, hollow clay, load-bearing wall, July 11, 1927. (This specification is substantially the same as A. S. T. M. C34 (given above) with the exception

of requirements for sampling and basis of acceptance,

which are given above under F. S. B. 506, and

weathering resistance requirements, which for this specification are as follows:) WEATHERING RESISTANCE

The classification is based on requirements chosen

so that hollow tile grading as medium (M) or hard

(H) can be considered as suitable for use in exterior

walls. This should not be taken as a rigid distinc- tion on account of the wide range in the character

of clays and processes used in tile manufacture,

which makes it difficult to define weathering resist- ance in terms of properties that can be determined

in acceptance tests. The purchasing officer should be guided in part by the experience with comparable

material in the locality where those under test are

to be used. In cases of doubt and where the time

and equipment are available, acceptance in point of weathering resistance can be based on ability to withstand 100 alternations of freezing and thawing

conducted according to A. S. T. M. C34. Failure

is to be considered as reached when the samples are cracked or show superficial disintegration or spalling

with loss of weight of more than 5 per cent of the

initial dry weight.

Where the wall is faced with 3 inches or more of

stone, terra cotta, brick, or other veneer, the weathering resistance of the material in the backing

is without significance. Federal Specifications Board, specification No.

508, United States Governnent master specification for tile, hollow clay, fireproofing, partition and

furring, July 11, 1927. (This specification is substantially the same as

for the medium and soft grades of tile in A. S. T. M.,

C56, given above, with the exception of require- ments for compressive strength and sampling,

which are given above under F. S. B. No. 506, and basis of acceptance, which for this specification

is as follows:)

BASES OF ACCEPTANCE

Acceptance of hollow tile under this specification can generally be based on weight, absorption, and

workmanship. The strength tests should be required only where the other determinations do not appear to fully define the product. In any case, the standing of a set of samples is determined by

the requirement which gives it the lowest classi- fication. (This specification has the following additional

to A. S. T. M. C56:)

Furring tile are made in sizes 1H by 12 by 12 and

2 by 12 by 12, and are split from 3 by 12 by 12 and 4 by 12 by 12 tile which should weigh 15 and

16 pounds, respectively.

United States Department of Commerce, division

of simplified practice, recommendation No. 12, hollow building tile, March 1, 1926. In accordance with unanimous action of a general conference of representatives of manufacturers,

distributors, and users, the United States Department of Commerce, through the Bureau of Standards, recommends that the number of sizes of hollow building tile be reduced to the following:

Table 1 STANDARD LOAD BEARING WALL TILE

End construction: 3% by 12 by 12

6 by 12 by 12

8 by 12 by 12

10 by 12 by 12

12 by 12 by 12 Side construction: 3% by 5 by 12 8 by 5 by 12

8 by 5 by 12 (U-shaped).

8 by 6)4 by 12 (T-shaped)

.

8 by 8 by 8 (cubes)

8 by Wi by 12 (square)

8 by 10ji by 12 (H -shaped)

Number

of cells

1 2 or 3

34

9

Standard

weight, each

Pounds

20

3036

42

52

9

16

16

16

1824

32

STANDARD PARTITION TILE

3 by 12 by 12. 4 by 12 bv 12. 6 by 12 by 12.

8 by 12 by 12.

10 by 12 by 12 12 by 12 by 12

151622

3036

40

STANDARD SPLIT FURRING TILE

2 by 12 by -12 9 STANDARD BOOK TILE

3 by 12 by 18 to 24

Lbs.lft.i18

Not more than 5 per cent tolerance under allowable for weights and 3 per cent over or under for dimensions covering thickness, width, and length.

534.23 Roof Tiles.

American Railway Engineering Association, specifications for buildings for railway purposes. CLAY ROOFING THE, 1926 GENERA! The contractor shall furnish all labor, material,

tools, scaffolding, and equipment, unless otherwise

noted, necessary to complete any or all classes of clay roofing tile, herein specified, according to the

class of building and as shown or implied on the

drawings. MATERIALS

All pitched roofs so indicated on the drawings

shall be covered with pattern clay tile as made by , or approved equal, with

stock fittings, suitable for each pattern.

619
534.23 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Clay tile shall be hard-burned, true in shape, and

of uniform natural deep color, in accordance with

samples submitted to and approved by the engineer.

The contractor shall submit with his bid repre- sentative samples of the clay tile to be used, and

the tiles subsequently furnished must be equal in quality to the samples.FLASHINGS

All raglets or special flashing tiles of every description, in connection with this roof, shall be furnished LOBD

Figure 228.Method recommended]or use in test- ing all curved tiles and placed by this contractor. Metal flashings

will be furnished and placed by the sheet-metal

contractor. HOOFING FELT The roofer shall cover the roof sheathing with one thickness of approved roofing felt weighing not less than pounds to the square, laying same with a 3-inch lap and securing in place with

capped nails not over 10 inches apart. The felt should be laid parallel with the eaves and lapped

over all valleys about 4 inches and laid under all hips and ridge flashings about 6 inches. » LAYING TILE

Tiles shall be fastened with copper nails, and

shall be well locked together and laid smoothly,

and no attempt shall be made to stretch the courses. The tiles must be laid so that the vertical lines are parallel with each other and at right angles

to the eaves. The tiles that verge along the hips

shall be cut close against the hip boards, and a

water-tight joint made by cementing cut hip joint to hip board with best quality elastic cement. Each piece of hip roll shall then be nailed to the hip board and the hip rolls cemented where they

lap each other. No broken or cracked tiles shall be used or left in the rooLwhen complete.

Gable rakes shall be furnished with special

detached gable rake fittings. GUARANTY

The roofing contractor shall furnish an unqualified guaranty, with good and sufficient bond,

covering the maintenance of the roof in a watertight condition for a period of years from

date of-completion. GENERAL CONDITIONS

All material entering into the work and all methods used by the contractor shall be subject

to the approval of the engineer and no part of the work will be considered as finally accepted until

all the work is completed and accepted.

The general conditions as given in 518.50, page

416, shall be considered to apply to these specifi- cations. Clay Products Institute of California, strength

tests for roofing tiles. The Clay Products Institute recommends that any curved roofing tile when tested in the manner

shown in Figures 228 and 229 should safely with- stand a carefully applied load of 400 pounds without

cracking or failure. This test may be performed on a job by laying two pieces of pipe on the ground

forming four contact points of support for the tile and another piece of pipe laid across the tile at the middle and then a 1 by 10 inch board 3 or 4

feet long may be laid over the pipe, being held at

either end, and then four sacks of cement carefully

laid on the board, thus approximately providing

the required 400 pounds load on the tile, as shown

in Figure 229. Spanish (S) tile may be tested

in the same manner. To be safe, roofing tiles should be attached in some substantial manner to the roof construction by

means of wires, nails, lugs, interlocking, or the like. A paragraph similar to the following is recom- mended for specifications: The roofing tile shall not absorb more than 15 per cent of the

constant dry weight of the tile immediately after immersed in water

for 48 hours. The tiles shall be capable of sustaining without rupture

or crack a load of at least 400 pounds carefully applied at the center point of the tile when supported on four points of bearing 6 inches each side of the center point of the tile, making a 12-inch span. A

test result shall consist of the average of five tiles tested. Tiles

shall be secured to the roof construction in the following manner:

(Insert desired provisions.) 534.24 Terra Cotta. American Railway Engineering Association, specifications for buildings for railway purposes. ARCHITECTURAL TERRA COTTA, 1926 GENERAL The contractor shall furnish all labor, materials,

tools, scaffolding, and equipment, except as otherFigtjre 229

wise noted, necessary to entirely complete any or

all classes of architectural terra-cotta work herein

specified, according to the class of buildings and

as shown or implied on the drawings.

QUALITY OF MATERIAL

Material for all architectural terra cotta shall be

carefully selected clay, to be in perfect condition

after burning, of uniform fracture hard enough to

resist scratching by knife.

620
CLAY AND CLAY PRODUCTS 534.24

Architectural terra cotta shall develop an average

ultimate compressive strength of not less than

5,000 lbs./in.2 Coloring shall be as indicated and must be uniform.

DEFECTIVE WORK

All work shall be carefully modeled by skilled workmen in strict accordance with detail drawings.

All pieces shall be perfect when set in place and

any work damaged after installation, before acceptance, shall be replaced.DRAWINGS The architectural terra-cotta contractor shall prepare and submit to the engineer, for his approval,

complete detail and setting drawings (in triplicate) for all terra-cotta work covered by this contract. Such drawings shall show, in detail, jointing, bonding, anchoring, and other construction features. All blocks shall be numbered serially. MODELS

If desired by the engineer, full-sized plaster models

prepared by experts shall be submitted for his approval. Price for models shall be agreed upon. MOLDING AND FITTING Templates for molded work shall be made according to details and models. Carving and molding must be sharp, straight, true, and well undercut. Blocks must be straight, true, and out of wind.

A reasonable number of additional blocks must be provided to prevent delay from defective materials

or injury. So far as possible all grinding of joints

and fitting of material shall be done at the factory.

Provide washes and drips for all projecting courses. Wherever flashing will occur provide raglets. Proper provision shall be made for anchors, tie rods, etc. MORTAR

Mortar for terra-cotta work, unless otherwise

specified, shall be composed of 1 part Portland

cement, 3 parts sand, with the addition of sufficient lime putty to make the mortar work smoothly.

The sand and cement shall be mixed dry, then wet

to the proper consistency and the lime putty added. Where terra cotta is to be laid with colored mortar,

the following mixture shall be used: 1 part Portland

cement, 2 parts sand, with lime paste added to make it work smoothly and colored with approved

mortar color. No more mortar containing cement

shall be mixed at any one time than can be used

within 30 minutes after mixing. Retempering cement mortar which has begun to set will not be

permitted. No mortar which has frozen shall be

used on the work.

Portland cement shall be in accordance with the

A. R. E. A. specifications, which are the same as A. S. T. M. C9. (See 516.11, p. 294.) Sand and lime specifications, as given in A. R.

E. A. specification for brickwork, 518.83 (see

p. 475), shall apply to sand and lime for terra cotta.

SETTING AND ANCHORING

All blocks must be cleaned and wetted before

setting. Mortar shall be kept one-half inch from the face

of the terra cotta to allow for pointing. Splashing

exposed faces of the terra cotta with mortar shall be avoided.

All beds and vertical joints shall be of maximum

width of three-eighths inch unless otherwise indi- cated. The terra cotta shall be set accurately, true to line, and level. Face blocks shall be set

on thoroughly wetted wooden wedges, which are not to be removed until the building is cleaned and

pointed.

All terra-cotta work shall be thoroughly bonded to masonry backing. Cornices, column caps, and

blocks with greater projection than bed shall be

thoroughly anchored. Anchors and dowels, rods, and hooks shall be of the proper size and shape and thoroughly galvanized

or coated with asphaltum paint.

This contractor shall do all cutting and fitting of terra cotta to accommodate other trades. PROTECTION Wherever necessary, all projecting courses or

individual blocks shall be protected against injury

during the setting process by wooden covering,

which shall be maintained in good and substantial condition until removed for the purpose of cleaning

down the work.CLEANING AND POINTING The face of the terra-cotta work under this contract shall be thoroughly cleaned upon completion,

such cleaning to be done with soap powder boiled

in clean water and applied vigorously with stiff fiber brushes. If necessary, clean, sharp, fine white

sand may be added to the soap and water mixture. The use of wire brushes or acids will not be permitted

for cleaning terra-cotta work.

All face joints shall be brushed out one-half inch

in depth and pointed flush with mortar consisting

of 1 part stainless cement, 2 parts clean white sand

and sufficient cold lime putty to make a mixture as

stiff as can be worked. All joints shall be wetted

before pointing. GENERAL CONDITIONS

All material entering into the work and all methods

used by this contractor shall be subject to the approval of the engineer, and no part of the work

will be considered as finally accepted until all the work is completed and accepted.

The general conditions as given in 518.50, page 416,

shall be considered to apply to these specifications.

National Terra Cotta Society, standard specifica- tion for the manufacture, furnishing, and setting of terra cotta, 1923. (This specification includes provisions under heads

of A, General information; B, Material; C, Design

and structure; D, Transportation, storage, and

protection; and E, Erection. The standard specification is included in a publication of the society

entitled "Terra Cotta, Standard Construction,"

which also includes 67 plates of illustrative archi- tectural forms of assumed proportions, and their proper constructional features showing uses of terra cotta. The society has, in addition to the standard specification, a short form specification

for incorporation in the architect's specifications.

The following glossary of terms relating to terra cotta is included in the standard.) Surface finish designates the texture of the surface

of the clay body prior to application of the ceramic

finish. It may be

(a) Smooth.

(b) Tooled or drove.

(61) Eight lines to the inch.

(62) Six lines to the inch.

(c) Light irregular drag or combing.

(d) Heavy irregular drag or combing.

(e) Special.

A special surface finish like "bush-hammered,"

"pitted," " vermiculated," etc., involves extra expense and, if required, should be clearly specified.

621
534.24 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Surface finish for unglazed surfaces may be smooth

or may be tooled with a light or heavy drag. Flat

surfaces of sufficient width may be tooled, while the curved surfaces of mouldings may be left smooth.

Surface finish for glazed ceramic finish (whether

lustrous or mat) is usually made smooth.

Granite colors, if unglazed, may be made smooth

or with irregular drag, or pitted. A bush-hammered

or special surface involves extra expense, and, if required, should be clearly specified. If glazed

ceramic finish is used for granite colors the surface treatment is usually smooth.

Ceramic finish designates the surface and color applied by the ceramic processes of coating, glazing,

burning, etc.

1. Unglazed terra cotta.—Terra cotta with a

ceramic finish producing an unglazed finish made

in various shades of buff, gray, salmon, red, and

brown. Most colors thus made are vitreous.

2. Glazed or enameled terra, cotta. —Terra cotta having an impervious ceramic finish of a glassy texture which may be either lustrous or mat (sometimes designated as full or dull glazes or enamels)

made in various colors.

3. Granite color terra cotta.—(a) Unglazed granite

color.—A mottled ceramic finish similar to unpolished

granite.

(b) Glazed or enameled granite color.—A mottled

ceramic finish similar to polished granite, made

either lustrous or mat.

4. Polychrome terra cotta or faience.—Terra cotta having two or more colors on the same piece.

(a) Polychrome, unglazed.—Unglazed terra cotta having two or more colors on the same piece.

(6) Polychrome, glazed.—Glazed terra cotta having two or more colors on the same piece.

(c) Polychrome, blended colors.—Made only in glazed terra cotta. If, in polychrome glazed work,

the colors are not to be separated by definite lines or contours of ornaments, but are to be blended

together by brush treatment or the like, the term

"polychrome, blended colors" shall be used. The

character of work expected should be explicitly described.

Note.—For polychrome work always clearly specify the work

to be done and the number of colors on a single piece.

5. Special.—There are a number of ceramic

finishes used by individual manufacturers, the

processes for which are patented or the names

copyrighted which are not included in this glossary.

6. Semiglaze.—An ambiguous term which should never be used.

7. Fire-gilding.—A coating of gold glaze, either mat or lustrous, fixed by an additional burning.

(The area of surface to be gilded should be clearly

described.)

534.29 Miscellaneous Specifications for Tile. American Electric Railway Association, specifica- tion for tile duct, 1926. (This specification is given in full under American

Electric Railway Association specification and form

of contract for electrical conduit construction, serial No. D200-26. (See 518.9, p. 481.)

622
540-549 ABRASIVE MATERIALS, ASBESTOS, AND CHALK

541. ABRASIVES, NATURAL AND

ARTIFICIAL

541.0 GENERAL ITEMS.

Grinding Wheel Manufacturers Association of the United States and Canada, safety code for the use, care, and protection of abrasive wheels, 1926. (This association, in cooperation with the Inter- national Association of Industrial Accident Boards

and Commissions, prepared the above code. The

code has been approved by the American Engineering Standards Committee, now the American

Standards Association, and has been issued as an American standard.)

National Sand and Gravel Association, Bulletin 3, representative specifications for different uses of 6and and gravel, November, 1928.

(In this bulletin, representative specifications,

many of which are presented in this volume, and

including specifications for sand for polishing,

grinding, and abrasives, have been summarized.)

541.1 FLINT.

(No nationally recognized specifications available.) 541.2 HONES, WHETSTONES, AND OILSTONES.

(No nationally recognized specifications available.) 541.3 ABRASIVE WHEELS.

Grinding Wheel Manufacturers Association of the United States and Canada, standard types of grinding

wheels. (This association originated the movement for simplification of sizes and types of grinding wheels

resulting in Simplified Practice Recommendation

No. 45, of the United States Department of Commerce (given below), the recommendation incor- porating, with only slight additional simplification

of sizes, the previously adopted standards of the

association.)

Society of Automotive Engineers, crank-shaft

grinding wheels, recommended practice, 1920.

Nominal width,1 in inches Radii of edges. 1

Hi, 1H, iH, 1%, 2, 2VS , 2J4, 2%, 2\i, 2%, 3, 3H.3H, m, i. %2 inch, maximum.

i Wheels are to be ordered by the nominal width. Wheel manufacturers allow 0.029 inch additional to the nominal widths for truing.

1 Radii of edges are specified as maximum to permit dressing wheels to desired crank-shaft pin radii.

This specification applies only to unfinished wheels for grinding crank shafts. United States Department of Commerce, division

of simplified practice, recommendation No. 45, grinding wheels, January, 1929. In accordance with unanimous action by repre- sentative manufacturers, distributors, and users of grinding wheels, the United States Department of Commerce, through the Bureau of Standards,

recommends that stock sizes of the commodity

conform to those shown in the attached tables.

Table 1.

Types of grinding wheels

Type

No. Cross section TypeNo. Cross section

1 Straight. Cylinder. Eliminated. Tapered 2 sides. Recessed 1 side. Straight cup. Recessed 2 sides.

8

2 9... jEliminated.

3 10 Flaring cup. Dish.

4 11

1

5 12 61. 13 „ (Saw gummer) saucer.

7 14 Eliminated.

i Wheels of types 6 and 11 can be furnished with beveled face.

The committee proposes for elimination three

cross sections, as follows: Type No. 3.—Tapered one side. Type No. 8.—Countersunk dovetail. Type No. 10.—Raised dovetail. The nine types retained are representative of

practically all grinding wheels used on the standard

makes of grinding machines. This classification of grinding wheels will greatly simplify the stocking

of wheels wherever a quantity is kept on hand, and

it will also enable the user to accurately order a

grinding wheel by giving the type number and the complete dimensions (see Table 2) necessary to construct such a wheel, as designated by the cross

section of that type.

Table 2.

Key to letter dimensions

A, flat spot of beveled wall. D, diameter (over all). E, center or back thickness. F, depth of recess. (See type 5,

fig. 233.) G, depth of recess. (See types 5 and 7, figs. 233 and 235.) H, arbor hole.

J, diameter of flat or small di- ameter.

K, diameter of flat inside. M, large diameter of bevel. P, diameter of recess. R, radius. T, thickness (over all). U, width of face. V, angle of bevel. W, thickness of wall.

623
541.3 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Table 3.Type No. 1 —Straight wheels—Vitrified and silicate

Diameter Thickness of wheels, in inches Arbor

holei

[ Incheshn

Yi%3A

%

lVA

VAW

2va

3

4m567

8

10

12

14

16

18

20

242630

36

m

mva1H

HiM

m

VAwVAMVAVA

VA

VAVAVA

VA. VA

VA

VA

VA

VAVA

VA

VA

VAVA

VAVA

VA

VA

VAVA

VA

VAVA

VAVA

VA

VAVA

2H

VAVA

VAVA

VA

VA

2?4 2%

VA

3M

3U

3M

mVA

VA

VA

VAVA

VA

' As ordered. Refer to Table 14 for minimum arbor holes. Also see Tables 16, 17, and 21. Table 4.

Type No. 1 —Wheels (organic bonds)

D

Diameter Thickness of wheels, in inches Arbor

hole 1

Inches

1VA

2VA

3

4

5

1012

1416

1820

2430

V)2 "hi

Yl6 Me

Ho

Ms

Ms

%2

"%2 H2

%2

3A2 VA

VA

VAVA

VA

VA

VA

VA

VA

VAVA

VA

i As ordered. Refer to Table 14 for minimum arbor holes. Also see Tables 16, 17, 21, and 22,

624
ABRASIVE MATERIALS, ASBESTOS, AND CHALK 541.3

Table 5.

Type No. 2—Cylinder wheels Table 7.

Type No. 5—Wheels (recessed one side)

D

Diameter

T

Thickness W

Thickness

of wall

Inches Inches Inches

8 4 1 10 4 1

10 4 1)4

10 4 iH

12 4 1)4

12 4

14 4 1)4

14 4 i)4

14 5 iMs 16 4

16 4 2

16 4 3

16 S 1)4

16 5

16 6 2

16 6 3

16 8 2

18 4 2

18 4 4

18 5 1)4

18 5 1*5

18 5 4 18 6 2

18 6 4

20 4 4

20 6 2

20 6 2)4

20 6 4 24 6 2MS 30 6 2 30 6 3

Table 6.Type No. 4—Wheels (tapered two sides)

Diameter

Inches

1212

12

12

14

14

1416

16

16

18

18

1820

20

202024

24

24

24

2426

26

3030

30

30

Taper 54 inch

per foot

Width of face

Inches

154 2

2)4

11%

2m2

2m322MS

2*2

33%

43

4

Taper )4 inch

per foot

Width of face

Inches m

22Y2

3

22M

33*2

22Ms

33H

2H

33H

4

Arbor

hole i

1 As ordered. Refer to Table 14 for minimnm arbor holes.

Diameter

Inches

U7A

11

1

111)4

1)4 1)4 m1)4 1)4 m

m

2

2

22

2)4

2)4

2)4 2)4 2H

294 2%

254 3

33

3

3

3

3

33Hm3)4

3)4

3)4

3)4 4

4

44

4)4 4)4

4)4

55

6

6

77

14

14

1414

14

14

14

14

18

1818

1820

2020

20

2424

24

24

Thickness

Inches H

H

U

96H

56

96U

94n

96

56

56

94

1 94

94

94

11)494

11)4

949494

1

1

11)4 1)494

94

1

1m

1)4

94

94

11)4

94

94

l 94

194

1 94

lm

2)4

2)4

33

3)4

44

2)4

33)3

4

2)4

33)4 4

2)4

33)4 4

Arbor

hole

Inches a

)6H

)4a

H

Ms

96

96H

54fl 96H

Me

96

9696Me

96J6

76

1)4

7/6 74

1)4%

7/6 7676

1)4%

76

1)476

1)4%

1)4

7/6 m%

1)414

76

1)4 1)4%

1)4

1)4

1)4 1)4

1)4

1)4 1)4

1)4 5

5

5

5

5

55

5

5

55

5

5

65

55

5

Recess

P

Diameter

Inches U

)4H

MeH

Me

Me

J4Me

Me

Mo

Me

5656

1Me

56

1)456 194

194 2)6

194 194 2)6

194

194 156

194 2)6

156

194 2)6

251s 2)6

194 2)6

154 2)6

194 2)6

156

194 2)6

2)6

194 2)6

2)4 2)6

2)6

2)6

2)6 2)6

2)6

8)4

8)4 8)4

8)4

8)4 8)4

8)4

8)4

10)4

10)4

10)4 10)4

625
541.3 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

j< c> —1 >

1 . .

1 tT

* <

V Figure 230.

Type No. 1, straight

Figure 231.

Type No. 2, cylinder

Figure 232.

Type No. 4, tapered two sides

7±

ril

Figure 233.Type No. 5, recessed one side

I *-y —

f *a y

a

M

c —

>

i

1 /A —

Figure 234.—T^pe No. 6, straight cup {wheels

of this type can be furnished with beveled face

*R P—

^ [—* t

I

E

*

L

G k H »

Figure 235.—jfj/pe No, 7, recessed two sides

Table 8.

Type No. 6—Straightrcup vjheels

Straight face

D T

.Diame- Thickter ness

Inches InchesVA

3 VA

±74

4 m 5 va

8 4

8g

5

10

g4

10 4

10 4

12 4

12 4

12 5 12 6

14 4

14 4

14 5 14 6

16 5

20 6

24 4

24 6 30 8

Arbor

hole i

Inches

W

Thickness of wall

Inches

11

1

1m

vaMm

m

w

m

m

wm2

2m2H2H

E

Center

or back

thick- ness

Inches

%

11

1

1VA

VA

VAWi

1HW

VA

VA

VAVA

221M

VA

VA

Radius

InchMi

Hi

Hi

Hi

Hi

Bevel face

Flat spot of beveled

wall

Inch

Angle

of bevel

30

303030

30

1 As ordered. Table 9.

Type No. 7—Wheels (Recessed two sides)

D

Diameter

T

Thickness

H

Arbor

hole P

Diameter

Recess

F

Depth

G

Depth

Inches Inches Inches Inches Inches Inches

12 VA 5 m 3As Ms

12 VA 5 m H ^ 14 VA 5 m Ms Ms

14 2 5 7H Ms Ms

14 2 5 M« 'Ms

14 4 5 8 H H

14 5 5 8 l l 14 6 5 8 1 2

18 2 8 11 H- H

18 2'A 8 11 'A %

18 3 8 11 % 3A

24 VA 12 1534 Ms Ms

24 VA 12 15H Ms Ms

24 m 12 1534 Vs 24 m 12 15J4 % %

24 w 12 1534 Ms Ms

24 VA 12 15}4 Ms Ms

24 2 12 15}4 Ms Ms

24 2 12 1434 Ms Ms

24 234 12 15J4 *v H

24 234 12 1434 Ms Ms

24 2H 12 1534 H Ms

24 VA 12 1434 Ms Ms

24 2M 12 1534 % %

24 2% 12 14J4 Ms Ms

24 3 12 15J4 'Ms »Ms

24 3 12 14J4 'Ms 'Ms

24 334 12 1434 I3/is 'Ms

24 3H 12 1434 'Ms 'Ms

24 4 12 1434 'Ms 'Ms

26 2H 12 1534

26 2% 12 1434 Ms Ms

26 m 12 1534 % %

26 2H 12 14)4 Ms Ms

26 2Yi 12 1534 26 2% 12 1434 Ms Ms

26 3 12 1534 ?4 Vs 26 3 12 1434 'Ms 'Ms

626
ABRASIVE MATERIALS, ASBESTOS, AND CHALK 541.3

Table 10.

Type No. 11—Flaring-cup wheels

Straight face D T H W E J K R A V

_

Center or back

thick

ness

Diam- Fiat Diameter Thickness

Ar- bor

hole'

i mcKness

of wall

ter of

flat or small diameter

Diameter of

flat in side

Radius

spot

of beveled wall

Angle

of bevel

Inches Inches Inch Inch Inch Inches Inches Inch Inch

3 m K 96 2J4 Me H 30 3M IK M 9s 2H IK Me K 30 3M IK H H 2K IK He H 30

4 IK K K 3 296 Me K 30 4K 2 K k m 3K Me H 30

5 194 K K 394 3K Me K 30

6 2 9* K 4K 394 Me 30 7 2 % K 5 m Me

Bevel face

1 As ordered.

Figure 236.Type iVo. 11, flaring cup (wheels of

this type can be furnished with beveled face) Table 11.

Type No. 12—Dish wheels

Diam- Thicketer ness

Inches

33K

44K

5

6

6

8

8

Inch K

K

K

K

K

K

94

94

1

H

Arbor or back

hole i thick- ness

E and J Diameter

Center i of flat m' side and

diameter

of flat or small diameter

Inch Me

Me

Me

MeMe

Me

9SK

K

Inches IK

194 22M

2K

334

4

Width

of face

Inch Me

3A2

H>K

X

K

K

K

M

Large

diameter of bevel

Inches m

3K

3H

44K

5M

5K

7

7

1 As ordered.

Figure 237.—Type No. 12, dish

Table 12.

Type No. 13—Wheels (saw gummer),

saucer

Diameter Thickness

T It lncties inches

66 K

6 H

94

i/ 6

6

/»

1

66 IK

6 m 6 IK

8 K

8 %

8 H

8 %

8 1 8 iH

8 IK

8 m 8 IK

10 K

10 %

1010 Vs 10 1 1010 IK

10 m 10 IK

12 K

12 Vs

12 94

12 Vs

12 1 12 m 12 IK

12 IK

12 IK

12 m 12 w

Arbor

hole'

1 As ordered.

E and TJ

Center or back thick- ness and

width of

face

Inches Inches % 3 Vs 3 K 3 Vs 3 94 3

Vs 3

1 3

3 IK 3 K 3

3 K 3 Vs 3

94 3 % 3

1 3 1H 3 IK 3 K zy. 96 3K

lZ72 072 Vs 3K

94 3K

Vs 3K

1 3K

19* 3K

IK 3K

4

9S 4 K 4

9* 4

94 4

Vt 4

1 4

4 IK 4 IN 4 IK 4

Diameter

of flat inside

Figure 238.

Type No. 13 (saw gummer), saucer No wheel should be operated which has smaller arbor hole than shown in following table for varying

diameters and thicknesses:

627
541.3 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Table 14.

Minimum sizes of arbor holes given in inches for various diameters and thickness of grinding

wheels

Diameter

Thickness of wheel, in inches

Inches

678

910

12

14

16

1820

24

2630

36

X X A %

1VA

IX

1 1H VA Wi 2 2X 2V2 2X

1

1IX

IXVAva

iIX

IXIXVAmVA

X

X

X

lIX

IXVA

IX

VA

va

IX

11

lVA

VA

VA

VA

IX

IX

IX

2

1

1

1

1IX

VAVAVA

IX

IX

22X

X

X

11

1

1IX

VA

VA

VA

IX

IX

22X

X

1

1IX

VA

VAVA

VA

IX

IX

22X

11VA

VA

VA

VA

VAIX

IX

2

2VA

\1VA

VAVA

VAVA

VAm

IX

2

22A

3!4

1

1VAVAVA

va

VA

VA

2

2IX

VA

3tt

X

l1IX

VA

VA

VA

IXmVA

2

22X

2X

11VA

VAIX

VA

VA

IX

VAVA

22X

2V2 2M

iX

l

1VA

VAVA

VA

VA

VA

1%

VA

22X

2A

3

1

1VAVA

VA. VA

VA

IX

VA

VA

22H2A

3

o- 3X R 10

628
ABRASIVE MATERIALS, ASBESTOS, AND CHALK

Table 15.Type No. 5—Wheels for internal grinding (recessed one side)

541.3

Type Diameter Thickness, in inches Arbor

hole i

Recess

P

Diameter

F

Depth

1.

1.5.5.

1.

1.5.

1.1.

1.

5.

5.

1.5.

5.

5.

1.

1.5.

5.

5.

1.5.5.

5.

5.

5.

1.

5.

1.

1.

5.

1.

1.5.

1.5.

5.

1.5.

5.

5.

5.

1.5.

5.

5.

1.

1.5.

5.

5.

5.

5.

5.

1.

1. 5.

5.

5.

5.

1.5.

S.5

551

5

Inches H

H

H

Yi

5*%

U7A7A7A

%

1

1

1

11

1m

m

w

m

m

1H

Wiw

w*

2

222

2

22H

2H

2H

2H

2H2H

2Vi 2%

2%

33

3

33

33

33H

3H

3H3H

3H

4

4

44

4m

H

H

H

YiK

Vi

Vi

Vi

Vi M

H V2

n Vi H

H

X

Vi % H l

3A

Viy*

1 H

H

% l

Vi

Vi

Vi Hn

Yi

H

ii

5A5A3A

Yi

1l

%

Vi H

H

Vt i H

H

H

H yt H % i1 Wi 1V2

5A H

Vi 1 m

Vi

Vi H

H

H

H U

%

H

H 1

1 1V2 U

%

Yi

Yi

3A H ll M

Wi

Yi

yi

l W

YiYi

Yi

Yi

i1 Yi

Yi 1Um

Yi

Yi

Yi

1

11 ipi %

Wi

%

Yi

Yi

l Wi

YiYi

Yi l

Inches H

H

A

Me

ViH

U

A

H

Vi Me

Inches

Yi Me

7A7A7A

7A7A

m

1%

7A

7A7A

Wi

Wi

7A

7A

Wi

7A7A

Wi

Wi

Wi

WiWi

7A

WiWi

'As Me

Me

Me

Me

Me%

Me

Me

Wi

m

Wi

Wi2A

Wi

Wi2A

VA

1H

Wi

2A

2Vs 2Me

Wi

Wi2A

2%

mWi2H

2Aw

Inches

Yi

3A

Vi

H

ViH

2A

1 Arbors are sizes now in use.

629
541.3 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Table 16.

Type No. 1 —Internal grinding wheels recommended for new machine design

Wheel

diameter Wheel

diameter Arbor Arbor

Inches Inches Inches Inches H H 2 ¥t % Vb 2 %

% Me 2 % Y) Me 2H Vs % H 2H H 3A a 3 V»

V* H 3 Vt

1 U 3H %

1 % Vi m % 4 %

% 4 %

Vi 4 w 2 H

Note—Thickness (in inches), M, %, H, %, U, Vt, 1, 1)4, W, 1M,

2, and 2)4. Table 17.

Type No. 1 —Straight cylindrical grinding wheels recommended for new machine design

D T H D T H

Diam- Thick- Arbor Diam- Thick- Arbor

eter ness' hole eter ness 1 hole

Inches Inches Inches Inches

10 5 20 12

12 5 24 5 14 5 24 8

16 5 24 12 18 5 26 12

18 8 30 12 20 5 36 12 20 8

1 As ordered. Table 18.

Type No. 5—Cylindrical grinding wheels

{recessed one side) recommended for new machine

design

D T H P

Diameter Thickness 1 Arbor

hole Diameter of recess

Inches

14 Inches5 Inches

8

18 5 m8H

10)4 20 5 24 5

1 As ordered. Depth of recess for type No. 5 wheels.—

With T 2 inches and less F=0. With T 2Yi inches F = H inch. With T 3 inches F=l inch. With T 3H inches F=l*4 inches. With T 4 inches F=2 inches.

Table 19.

Type No. 7—Cylindrical grinding wheels

{recessed two sides) recommended for new machine

Diameter

Inches

1416

1820

20

24

242630

Thickness 1 Arbor

hole

Inches

5

5

Diam

eter of recess

Inches

11

1114)4

1114J4 14K

14H

1 As ordered".

Depth of recess for 8 and 12 inch hole

Thickness (in inches) Depth of recess F Q

With T less than 2 inches

InchMe

InchMs

"Ma

With T from 2 inches up to 2

3 H2, inclusive With T 3 inches and larger

Table 20.Type No. 1 —Straight cutting-off and

slotting wheels D T H

Diameter Thiekness- Arbor

hole1

Inches

4 Inch

Vi2 Me%2

4

4

4

5 Me

hiMi

Me

5

6

6

6

6

3A2H

D

Diameter

Inches

7 S 7

8

1010

12

12

T

ThickInch MeH

Me%2H

%2H

%2a

Arbor

hole1

As ordered. Table 21.

Type No. 1 —Straight wheels with large

holes for tool grinding recommended for new machine

design

D

Diameter T

Thickness1 H

Arbor hole

Inches

1420

24

26

36

Inches

59

10

1224

i As ordered.

630
«

ABRASIVE MATERIALS, ASBESTOS, AND CHALK

Table 22.Type No. 1 —Straight wheel sizes recom- mended for new design high speed swing frame and

floor stand grinding machines (organic bonded

wheels only)

D T H

Diameter Thickness Arbor hole

Inches Inches Inches

16 2, 2H, 3 6

18 2, 2K-, 3 8 20 2, 1Yi, 3 8 24 2, 2K>. 3,

4

12 30 3,3^,4 12 36 3, 3H, 4 12

Table 23.Type No. 6—Straight cup wheels for tool-room grinding

Straight face Bevel face D

Diameter

T

Thickness

H

Arbor

hole i

W

Thickness of wall

E

Center

or back

thick- ness

R

Radius

A

Flat

spot of beveled

wall

V

Angle

of bevel

Inches

1Yi

33*4 4

5

Incheswm

m

Inch%

%

%

Inch%

H

H

%

H

InchMe

Me

Me

MeMo

Incha

X

H

%

H

o 30

3030

30

30

1 As ordered.

This recommendation in no way seeks to embarrass users who possess grinding machines which

may have been designed to accommodate certain of the eliminated sizes of grinding wheels. In the

course of time new wheels and new grinders will be made to conform to the simplified list. Meanwhile

all current equipment will be serviced. There is no

need to scrap or discard grinding machines or any

parts thereof, for that would be wasteful and

diametrically opposed to the benefits that rest potentially within this recommendation for all interests. Note.—The full test of this standard as published includes a supplement of standard nomenclature for various classes of work

found in the grinding industry- 541.4 ABRASIVE CLOTHS AND PAPERS.

Abrasive Paper and Cloth Manufacturers' Ex- change, standards and specifications for abrasive coated products, 1929. (The above-entitled publication includes standard

gradings for grits, including standard sands for

flint, emery, garnet, aluminum oxide, and silicon carbide; specifications and tests for backings

(cloth, paper, combination cloth and paper, and

fiber) ; types of coatings (open type, closed type)

;

standards for packing of abrasives, and finished abrasive products standards, as follows:) No. 1, flint. No. 2, emery cloth. Nos. 3, 3a, garnet. No. 4, chalk flint. Nos. 5, 5a, aluminum oxide (for metalwork).

Nos. 6, 6a, aluminum oxide (for woodwork).

Nos. 7, 7a, 7b, silicon carbide. Federal Specifications Board, specification No.

385a, United States Government master specifica- tion for paper, flint, October 1, 1928.

I. TYPES AND CLASSES

The product shall be of one type and of two

classes, as follows: Class A, ream; and class B,

roll.

541.4

H. MATERIAL AND WORKMANSHIP

The product shall be made under approved methods, with high-grade backing abrasive and adhesive

materials, and shall be free from any defects which

may affect the serviceability of the material.

III. GENERAL REQUIREMENTS

1. (a) The product shall be furnished in the

following commercial grain sizes, as specified: 4/0

3/0, 2/0, 0, y2 , 1, iy2, 2, 2y2 , 3, and zy2 . (b) The designations given above represent in the order given the finest to the coarsest grain covered by this specification.

(c) The size of the grain for the respective designating number shall conform to the size of grain on

the corresponding standard sample.

2. All flint abrasive shall be of good quality, crushed from clean, hard quartz, and shall be free from any extraneous material.

IV. DETAIL REQUIREMENTS

1. Class A, ream, shall be furnished in sheets 9 by 11 inches, unless otherwise specified.

2. Class B, roll, shall be furnished in rolls 50 yards long and in widths as specified.

3. The backing on ream paper shall be of good

quality of Kraft paper.

4. The backing on roll paper shall be of a good

quality of Kraft or rope paper.

5. The weight of the paper backing shall be

within the following limits:

Nominal paper

weight

Pounds Ream flint, Nos. 4/0 to 1, inclusive 60-70 Ream flint, Nos. 1*4 to 3*4, inclusive 70-90 Roll flint, all numbers 125-135

These weights are based on 24 by 36 inch sheets, 480 sheets per ream.

6. The average tensile strength of flint paper per

inch of width shall be not less than the following:

Stronger

direction Weaker

direction

Ream flint, Nos. 4/0 to 1, inclusive Ream flint, Nos. 1*4 to 3*4, inclusive Roll flint, all numbers -

Pounds

42

4985

Pounds

22

25

45

7. Ream flint paper shall be packed in quires

containing 24 sheets each. Either 5 or 10 of these

1-quire packages shall be tied in a bale with string

or wrapped in strong paper. The bales shall be

packed in bundles having wood top and bottom

boards, and bound securely with wire. Standard

bundles shall contain the following quantities:

Grain number Reams per bundle

4/0, 3/0, 2/0, 5

*4" 4

1 3*4 1H 3 2,2*4 2

33H 1

100925°—30 41 631
541.4 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

8. Roll p'aper shall be carefully wrapped in strong paper.

9. Each sheet shall be marked with the manufacturer's name and the grain number. When

shipment is made in paper packages, the manufacturer's name, the grain number, and the quantity

contained shall appear on the wrapper. The manufacturer's name, the grain number, and the quantity

contained shall also appear on the end boards of the shipping bundles.

10. Roll flint paper shall be plainly marked,

at least every 3 feet, with the manufacturer's name and the grain number, and the outside wrapper

shall also be marked.

V. METHOD OF INSPECTION AND TESTS

1. Samples taken from each shipment shall be

subjected to test by rubbing against the standard

samples. The specimens tested shall be equal to the standard sample with respect to the quality

and the adhesion of the grain, as evidenced by the comparative condition of the surfaces in rubbing

contact.

2. Strength test pieces 1 inch in width shall be

cut, both longitudinally and transversely, from

samples taken from each delivery. At least five such test pieces from each direction shall be placed

in a tensile testing machine with the jaws 3 inches

apart, and pulled to rupture at the rate of 12 inches per minute. The required strength is not specified for the longitudinal and transverse directions,

respectively, as the sheets are not always cut in the same direction of the paper.

VI. PACKING AND MARKING OF SHIPMENTS

Each shipment should be marked with the name

of the material, name of the contractor, and the number of the contract or order under which shipment is made.

Federal Specifications Board, specification No.

386a, United States Government master specifica- tion for paper, garnet, October 1, 1928. (This specification is identical as to certain items

with Federal Specifications Board No. 385a (given

above), the items in common being so designated

below :) I. TYPES AND CLASSES

(Same as 385a.)

XL MATERIAL AND WORKMANSHIP

(Same as 385a.)

m. GENERAL REQUIREMENTS

(Subsection 1 of No. 385a is part of this specification, with the following additional:)

All garnet abrasive shall be of good quality,

equal in all respects to the best American product,

and shall be free from any extraneous material.

IV. DETAIL REQUIREMENTS

(Subsections 1, 2, 8, 9, and 10 of No. 385a are part

of these requirements, with the following additional:)

The backing on ream garnet shall be of good

quality kraft or rope paper. The backing on roll garnet shall be of a good

quality of rope paper. The weights of the paper backing shall be within the following limits:

Nominal paper

weight

Pounds Ream garnet, Nos. 4/0 to 2, inclusive 70-100 Ream garnet, Nos. V/i to V/i, inclusive 90-130 Roll garnet, all numbers.. 125-135

These weights are based on 24 by 36 inch sheets, 480 sheets per ream. The average tensile strength of garnet paper per

inch of width shall be not less than the following:

Stronger Weaker

direction direction

Pounds Pounds Ream garnet, Nos. 4/0 to 2, inclusive 49 25 Ream garnet, Nos. 2Al to inclusive 65 32

Roll garnet, all numbers 85 45

Ream garnet paper shall be shipped in quires

containing 24 sheets each. Either 5 or 10 of these

1-quire packages shall be tied in a bale with string or wrapped in strong paper. The bales shall be

packed in bundles having wood top and bottom

boards, and bound securely with wire. Standard

bundles shall contain the following quantities:

Grain No. Reams per bundle Grain No. Reams per bundle

4/0, 3/0 5 1

2/0

.... .g... m 2m

y2 3 2Ji 3, 3y2 i

V. METHOD OF INSPECTION AND TESTS

(Same as in 385a.)

VI. PACKING AND MARKING OF SHIPMENTS

(Same as in 385a.) Federal Specifications Board, specification No.

387a, United States Government master speci- fication for cloth, abrasive, aluminum oxide, October

1, 1928.

I. TYPE

Aluminum oxide abrasive cloth shall be of but

one type.

II. MATERIAL AND WORKMANSHIP

The product shall be made under approved

methods, with high-grade backing, abrasive, and

adhesive materials, and shall be free from any

defects which may affect the serviceability of the

material. m. DETAIL REQUIREMENTS

1. The product shall be furnished in sheets

9 by 11 inches, unless otherwise specified.

2. The backing shall be of jean or drill of good

quality. The cloth backing shall have a minimum

weight of 4 ounces per yard, 30 inches wide. The

cloth shall be properly dyed and back filled pre- paratory to coating.

632
ABRASIVE MATERIALS, ASBESTOS, AND CHALK 541.4

3. Aluminum oxide abrasive shall be of best quality fused aluminum oxide, free from extraneous

material.

4. Aluminum oxide abrasive cloth shall be ordered

in accordance with the commercial grading numbers

given in Section VI of this specification. The size of aluminum oxide grain for the respective designating number shall conform to the size of grain on

the corresponding standard samples of aluminum

oxide cloth.

5. The average tensile strength of the abrasive

cloth per inch of width shall be not less than the

following: Longitudinal, 90 pounds; and transverse, 45 pounds.

6. Aluminum oxide abrasive cloth shall be shipped

in quires containing 24 sheets each. Either 5 or 10 of these 1-quire packages shall be tied in a bale with string or wrapped in strong paper. The bales

shall be packed in bundles having wood top and

bottom boards, and bound securely with wire. Standard bundles shall contain the following quantities:

Grain No. Reams per bundle

320, 240, 180, 160, 120, 100 80,60 2

50,40 m 36, 30, 24 i

7. Each sheet shall be marked with the manufacturer's name and the grain number. When

shipment is made in paper packages the manufacturer's name, the grain number, and the quantity

contained shall also appear on the wrapper. The

manufacturer's name, the grain number, and the quantity contained shall also appear on the end

boards of the shipping bundles.

IV. METHOD OF INSPECTION AND TESTS

1. Samples taken from each shipment shall be

tested by rubbing against the standard samples.

The specimens tested shall be equal to the standard

sample with respect to the quality and the adhesion

of the grain, as evidenced by the comparative

condition of the surfaces in rubbing contact.

2. Strength test pieces 1 inch in width shall be

cut, both longitudinally and transversely, from

samples taken from each delivery. At least five such test pieces from each direction shall be placed

in a tensile testing machine with the jaws 3 inches apart and pulled to rupture at the rate of 12 inches per minute.

V. PACKING AND MARKING OF SHIPMENTS

Each shipment should be marked with the name

of the material, name of the contractor, and the number of the contract or order under which the shipment is made.

VI. NOTES

1. The size of the aluminum-oxide grain should be specified in accordance with the commercial

designation numbers: 320, 240, 180, 150, 120, 100,

80, 60, 50, 40, 36, 30, and 24.

2. The numbers range in order from the finest to the coarsest grain required under this specification.

The relation between the grain designations of aluminum-oxide cloth and emery cloth is as follows, corresponding grade designations appearing opposite

each other:

Aluminum

oxide grades

Corresponding Emery

cloth grades

Aluminum

oxide grades

Corresponding Emery

cloth grades

320 FF 2 240 F 60

180 3/0

2/0

1

150 40

120

100 36

30

3

80 m m 24

60

Federal Specifications Board, specification No.

388a, United States Government master specifica- tion for cloth, emery, October 1, 1928. (The requirements of this specification conform

in general with F. S. B. No. 387a (given above)

with the exception of items numbered III (3), (4), and (6), which for this specification are as follows:)

3. Emery abrasive shall be of best quality Turkish

emery or equal, free from extraneous material. 1 4. Emery cloth shall be furnished in the following

commercial grain sizes, as specified: FF, F, 3/0,

2/0, 0,y2 , m, 2, 2V2 , 3, and 3^.

These designations, in the order given, indicate the finest to the coarsest grain covered by this

specification.

The size of emery grain for the respective designating number shall conform to the size of grain on

the corresponding standard sample of emery cloth.

6. Emery cloth shall be packed in quires containing 24 sheets each. Either 5 or 10 of these 1-quire

packages shall be tied in a bale with string or wrapped in strong paper. The bales shall be packed

in bundles having wood top and bottom boards and

be bound securely with wire, Standard bundles

shall contain the following quantities:

Grain No.

FF, F, 3/0, 2/0, 0, Vi

1, iy2 , 2 VA

3, ZYi

Reams per bundle

2Y2 2

i

Federal Specifications Board, specification No.

582, United States Government master specification

for paper, abrasive, artifical, waterproof, October 1, 1928. (Section II (Material and Workmanship), Subsections IV (9) and V (2), and Section VI (Packing

and Marking) of Federal Specifications Board specification No. 385a (given above) are part of this

specification, with the following additional:)

I. TYPE

Waterproof artificial abrasive paper shall be of but

one type. n. DETAIL REQUIREMENTS

1. Size.—Paper shall be furnished in sheets 9 by

11 inches, unless otherwise specified.

2. Backing.—(a) Backing of artifical waterproof

abrasive paper shall be of good quality kraft or rope

paper.

1 Artificial aluminum-oxide abrasive, as covered by F. S. B. No.

387, in effect on date of invitation for bids, will be considered accept- able in lieu of natural emery. Contractors furnishing aluminumoxide cloth in place of emery cloth will mark on the outside wrapper

of each H-ream package both the grade of the aluminum-oxide cloth and the nearest coresponding grade of emery cloth,

633
541.4 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

(6) Weight of the paper backing shall be within

the following limits

:

Grain No. Nominal paper weights

150, 120, 100, 80, and 60

180 90-pound kraft. 70-pound kraft. 70-pound or 40-pound

kraft or 40-pound

rope.

220, 240, 280, 320, and 400-..

(c) There shall be printed on the backs of sheets

of abrasive paper, dependent upon the weight of the

paper, one of the following designations:

Weight Designation

90-pound paper 70-pound paper .. . . 40-pound paper D

CA

(d) The paper weights are based on 480, 24 by 36

inch sheets per ream.

(e) A variation of plus or minus 5 per cent in the nominal paper weights will be allowed.

(/) The paper backing shall be so treated or water- proofed that it will withstand the softening action of water when used wet and stand up during the usual

friction or rubbing to which it is subjected in ordi- nary use.

3. Artificial abrasive.—(a) Quality.—All artificial abrasive shall be either silicon carbide or aluminum

oxide, of good quality, equal in all respects to the

best American product, and shall be free from any

extraneous material.

(6) Grain size.—Waterproof artificial abrasive paper shall be ordered in accordance with the commercial designation numbers given in Section IV of

this specification. The size of the artificial grain for the respective designating numbers shall conform

with the size of grain in the corresponding standard

samples of waterproof artificial abrasive paper.

4. Adhesive.—The adhesive shall be made of good

quality drying oils, varnishes, or other adhesive

materials and be suitable for this special type of product.

5. Strength.—The average tensile strength of waterproof artificial abrasive paper per inch of width, when dry, shall be not less than the following:

Grain No. Stronger

direction Weakerdirection

Pounds Pounds

150 to 60, marked "D" 65 32

180, marked "C" 49 25

220 to 400, marked "G" 49 25

220 to 400, marked "A" 15 10

6. Waterproof artificial abrasive paper shall be

shipped in quires containing 24 sheets each. Ten

of these 1-quire packages shall be tied together in a bale. The bales shall be packed in bundles,

having wooden top and bottom boards, and securely

bound with wire. Standard bundles shall contain the following quantities of different grain numbers:

Grain No.

80 and 60

150, 120, and 100 220 and 180

400, 320, 280, and 240

Reams

per bundle

in. METHOD OF INSPECTION AND TESTS

1. Samples taken from each shipment shall be

tested by rubbing against the standard samples.

Both the specimen to be tested and the standard sample shall be dipped in water just before making

this rubbing test. The specimens tested shall be equal to the standard samples with respect to the quality and the adhesion of the grain, as evi- denced by the comparative condition of the surface

in rubbing contact.

TV. NOTES

The size of the artificial grain should be specified in accordance with the commercial designating

numbers: 400, 320, 280, 240, 220, 180, 150, 120,

100, 80, and 60. The numbers range in order from the finest to the coarsest grain. Federal Specifications Board, specification No.

583, United States Government master specification

for paper, garnet, waterproof.

(Section II (Material and Workmanship), SubSections IV, (9), and V, (2), and Section VI (Packing and Marking) of F. S. B. No. 385a, are part

of this specification.)

(Subsections II, (2), (d), (e), and (/); II, (4), and

III (1), of F. S. B. No. 582 (above) are part of this

specification.)

(The following is additional to the above refer- ences:)

I. TYPE

Waterproof garnet paper shall be of but one type. H. DETAIL REQUIREMENTS

1. Size.—Paper shall be furnished in sheets 9 by 11 inches unless otherwise specified.

2. Backing.—(a) Backing shall be of good quality

kraft paper.

(6) Weight of paper backing shall be as follows:

Grain No.

4/0, 3/0, 2/0, and 0.

5/0, 6/0, and 7/0

Nominal

paper weight

Pounds

7050

3. Garnet abrasive—(a) Quality.—All garnet shall be of good quality, equal in all respects to the best American product, and shall be otherwise free from

extraneous material.

(b) Grain sizes.—Waterproof garnet paper shall be ordered in accordance with the commercial

designating numbers given in Section III of this

specification. The size of the garnet grain for the

respective designating numbers shall conform with

the size of the grain on the corresponding standard

samples of waterproof garnet paper.

4. Strength.—The average tensile strength of waterproof garnet paper per inch of width when dry

shall be not less than the following:

Grain No.

4/0, 3/0, 2/0, and 0.

5/0, 6/0, and 7/0....

Stronger

direction

Pounds

49

25

Weaker

direction

Pounds

25

15

634
ABRASIVE MATERIALS, ASBESTOS, AND CHALK 541.4

5. Waterproof garnet paper shall be shipped in quires containing 24 sheets each. Ten of these

1-quire packages shall be tied together in a bale. These bales shall be packed in bundles having wooden

top and bottom boards and securely bound with

wire. Standard bundles shall contain the following

quantities of the different grain numbers:

Reams

Grain No. per bundle

0,2/0

3/0, 4/0 s

5/0, 6/0, and 7/0 5

m. NOTES

The size of the garnet grain desired should be

specified in accordance with the following commercial designating numbers: 7/0, 6/0, 5/0, 4/0, 3/0,

2/0, and 0. The numbers range in order from the finest to the

coarsest grain.

United States Department of Commerce, division

of simplified practice, recommendation No. 89, coated abrasive products, September 1, 1928. This simplified-practice recommendation was

drafted at a joint conference of representative

producers, distributors, and users. The recommendation, which limits the list of stock sizes and

varieties to those listed, is subject to annual revision by a conference of the standing committee of the

industry.

SIMPLIFIED LIST OF COATED ABRASIVE PRODUCTS

EXPLANATION OF SYMEOLS AND ABBREVIATIONS USED IN

THIS TABULATION

"1," used in the main body of the tabulation, stands for "class 1" or standard items of manufacture. Class 1 items would be regularly made

by some or all manufacturers and carried in stock by them at their factories and where required at

their branch warehouses. "2," used in the main body of the tabulation, stands

for "class 2" or nonstandard items which are of limited sale for specific purposes, which will not

be catalogued for general sale, which may be

discontinued when the special demand for them

changes, and which will be distinguished by being left unprinted except for class name and grit number.

Under "Class of goods" a "ream" is 480 sheets; a standard "roll" is 50 yards long; "combination"

backing is paper reinforced with cloth. Under "Backing" A indicates 40-pound, or fight paper; C, 70-pound; D, 100-pound; E, 130-pound,

or heavy paper, J, a jeans cloth; X, drill cloth; H, heavy twill weave cloth. Under "Coating," "R Wt." metal cloth disks

indicates regular or standard coating for surface grinding disks. "DC" metal cloth disks indicates double coating or extra heavy weight for surface grinding disks. DEFINITIONS

Closed coating.—One in which the abrasive is put in on such quantity as entirely to cover the paper or cloth backing.

Open coating.—One in which approximately 50

per cent of the backing is covered, thus leaving open spaces between the grains of abrasive. Grade numbers.—The upper of the two rows of

figures, indicating grade numbers, is an arbitrary

nomenclature established by the industry a hundred

years ago. The figures in the lower row, consti- tuting a more descriptive system of nomenclature,

indicate the mesh markings or the approximate size of the screen through which the abrasive was passed.

Thus, No. 80 means that the control screen is composed of 80 strands of silk to the square inch, the

strands running in two directions and set perpendicular to each other. These systems are used

alternately or coincidently according to the custom

of the individual manufacturer and the kind or character of the product so marked.

Class of goods Backing Size Coating

Grade number

1 10/0 9/0 400 320 NO

280

7/0 240

6/0 2205/0 1804/0 1503/0 1202/0 100 80 A

60

150 m40 2

36 30

3

24 20

4

16 12

Flint paper, ream .. re &'A by 10^ inches. Closed . 11

1

1

1

1

11

11

12

1

112

11

1

1

1

11

12

1

1

12

1

1

1

1

1

11

12

1

1111

111111 Flint finishing paper, single

lace, ream only.

Flint paper, roll

\70-SO-lb —

A do —do.......do.... 2 2 1

11

E ...do __ 11

1

1

11

1

12

1

11

1

11

11

12

11

11

11

1

1

2

1

1

1

111

1

1

1

1

1

11

1

1

1 1

Do E ...do.... Do... E

Do.. Do E

E

do

...do.... Do E -.do.... Do E —do

Do.. E 18-inch slit —do„ Do 220-lb --do.... Do D

E manila._

...do

do

do

4-inch slit

6-inch slit

—do.... —do....

...do....

...do

1%

1

1

1

1

1

1

1

11

1

1

1

11

1

1

11

1

1

1

1

1

1

111

1

11

1

1

1

11

1

1

1

1

1

1

Snuffing paper (flint), roll... Do

Do do Do ...do 8-inch slit 8 by 11 inches

22 by 32 inches

22-inch original

2-inch slit 28-inch original

—do....

...do.... —do.... —do....

...do —do....

1 1 1 1 Pouncing paper (flint), ream

Pouncing paper (flint), roll.Do

D manila.

...do„

...do

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

12 Do —do

Flint cloth, roll X 2

11

1

Chalk flint paper, roll E__ 24-inch original ...do.. 1

1

1

1

1

1

11

1

Chalk flint combination, roll Chalk flint cloth, rjll

24 or 28-inch origi- nal. ...do.... 1 X ...do 1 1

635
541.4 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Class of goods Backing Size Coating

Grade number

12

Emery paper, ream 1-^ Emery paper, roll / Emery cloth, ream J. Do X.

Crocus cloth, ream J.

Emery cloth Garnet paper, ream. DoDo -

Do

Do._

Garnet finishing paper,

single face, ream only. Garnet paper, roll DoDo —

Do.

Do. Do.

Do.

Do. Do.

Do. Do.

DoDo. Do. Do.

Do.

Do.

Do. Do.—

Do

Do

Do

Garnet combination, roll. Do. Do.

Do.

Do. Do.

Garnet finishing cloth, roll. Do

Do

DoDo

Garnet cloth, roll. Do

DoDo

Do

Do. Do.

Do. Do. Do.

Do.

Do.

DoDo.

Do.

Do.

DoDo.

Do. Do.

DoDo.

Do.

Do. Do. Aluminum oxide woodworking paper, ream. DoDo

Do

Do

f9 by 11 inches..

124-inch original.

9 by 11 inches.

.

do

Closed

..do...

..do...

.do.

.do....

1 grade

only. Cambric. C

C._ D

D

24 inches

9 by 11 inches. do

..do ..do

..do....

..do....

24-inch original. do

30-inch original.

3R-inch original. 42-inch original. 48-inch original. 4-inch slit do

Closed Open . Closed Open.

Closed Open.

Closed. Open

Closed .

.do. .do.

6-inch slit.. do

8-inch slit.. do

10-inch slit. do

12-inch slit. .—.do

15-inch slit. 18-inch slit.

do... do... OpenClosed OpenClosed OpenClosed Open

.

Closed Open..

Closed -do...

20-inch slit 24-inch slit —do

24-inch original, —do

..do... ..doOpen..

Closed -doSe-ineh original. 4-inch slit 6-inch slit 8-inch slit 12-inch slit

.do.

-do..

_do.. .do.

-do.

28-inch original. 4-inch slit 6-inch slit 8-inch slit 14-inch slitOpen . do.. -do.

.do.. .do.

28-inch original. -do - 4-inch slit doe-inch slit

.

.do.

8-inch slit .

.

....do

14-inch slit. do

Closed OpenClosed. Open

Closed. Open..

Closed OpenClosed. Open..

28-inch original. do

4-inch slit do

6-inch slit —do

8-inch slit.. do

14-inch slit. do

28-inch original. 4-inch slit 6-inch slit 8-inch slit 14-inch slit

Closed. OpenClosed. Open..

Closed.

Open...

Closed. Open..

Closed. Open..

.

Closed,

do. .do.

.do.

.do.

9 by 11 inches. —do

do... —do

....do

Open. .

Closed. OpenClosed . Open...

1 1

1 1

636
ABRASIVE MATERIALS , ASBESTOS, AND CHALK 541.4

Class of goods Backing Size Coating

Grade number

10/0 400

9/0 320

D U 280

f/U 240

6/0

> j(

j O/U l^U

4/0 1503/0 120

2/0 100 so 60

150 m40 2

36 30

324

6X2 on

A16 12

AInin innin oxide woodworking paper, ream. Alum in urn oxide woodwork- in paper rolls bo

E 9 by 11 inches Closed do

1

1

1

1

i

i

i

1 —

E 24-inch original

1

1

1

1

I

i:

{i

G

j

1

{I

1

1

1

1

1

\

1

1

1

1

1

1

1

1

1

1

1

1

|

1

1

1

1

j

1

1

1

}

j

1

1

1

!

EE

—..do.......

30-inch original

36-inch original

Open Do Closed. Do E ...do.... Do E 42-inch original do Do E 48-inch original -.do...

.

Do E 4-inch slit ...do.— )l

J

}l

I

1

I'

I

1

i

i

\

!

Do E do Do E 6-inch slit ViUSCU - Do E do Do E 8-inch slit vlUOCU - Do E do Open Do E 10-inch slit Do E Open

e~~"

(j Do 12-inch slit Closed _ Do E do

- " Do E 15-inch slit Closed. Do E

Do E 20-ineh slit ...do.... Do E '^4-inch slit do 1 Do E__ do Open 1 Do D 22 inches \_ IUjcU - do

11

1

1

1

1

1

1

11

1

1

Do D 2 inches Aluminium oxide woodworking paper, ream. Do D g by 11 inches

22 by 32 inches

(jo do

do D

Aluminium oxide woodworking combination. Do

1

1

1

1

1

11

1

1

1

11

1

1

11

1

1

1

1

1

11

1

11

11

11

11

1

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\

1

11

11

1

1

11

1

1

1

1

1

1

1

11

1

1

1

1

11

1

1

1

1

l1

1

11

1

1

1

...do_ Do 4-inch slit do Do 6-inch slit do Do 8-inch slit do Do 12-inch slit do Aluminium oxide wood- working finishing cloth,

rollDo

j 28-inch original

;

1

i

11

1

1

iil

i

i

i

i

ii

i

i

ii

ii

ii

i

ii

i

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iii

iii

i

1

1

1111

1

1

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1

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11

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J ...do.._. Do j 6-inch slit do Do j 8-inch slit Do j 14-inch slit do Aluminium oxide woodworking cloth, roll. Do

j 23-inch original doClosed.

j Do j Do j do Do j 6-inch slit Do J do Do j 8-inch slit Closed. Do j do Do j 14-innh ^lit Do j do Do X 28-inch original do

Closed _

I

1

\

\

\

1

\

1 1 1 Do x

Do X 4-inph *;lit Open

1 1 1 Do X do Do X 6-inch slit Closed. 1 1 1 Do x do Do X 8-inch slit Closed. Open

1 1 1 Do.- X do Do X 14-inch slit... Closed

.

1 1 1 Do X do.

cloth, ream. Do

J —do....

1 i 1 l X do 1 1 1 1 1 1 Aluminum oxide metal

cloth, on spools. Do

T ...do...

.

1

1

1

i

i

i

1

11

l

l

l

i

ii

1

1

1

1

1

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2 inches

1 inch

...do.... ...do...

.

do Do J Do x 1

1

1

1

1

1

11

1

1

1

1

11

1

1

1

1

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Do X 2 inches —do...

.

Aluminum oxide metal

cloth, roll. Do.

J 28-inch original do

2J4-inch slit

...do....

...do.... —do...

.

...do....

1

11

1

i

ii

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1

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l

ll

l

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ii

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1

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1

1

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11

1

1

11

1

1

1

1

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Do X

637
541.4 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Grade number

Class of goods Backing Size Coating

10/0 4009/0 3208/0 7/(1 2406/0

220 5/0ISO

4/0

1 ."0 3/0 120

2/0 100 80

/260 50 40 OO 30

3

24 20 16 12

£\A In1 HimiliiiUII inn m1 nn" 1

. . Hp' i .. TDPtf>l 1 - 1 i - 4-inch slit Closed. 1 — 1 ... 1 1 1 1 1 1 1 1 1 1 1

cloth, roll. Do do 1 ... 1 ... 1 1 1 1 1 1 1 1 1 1 1 Do 9-inch slit do 1 — 1 — 1 1 1 1 1 1 1 1 1 1 1 Do X 12-inch slit ."do"" 1 1 — 1 1 1 1 1 1 1 1 1 1 1 Do X 14-inch slit do 1 — 1 1 1 1 1 1 1 1 1 1 1 1 Tin X 1J-O-lIiL-U ft rnnh clit bill' do 1 ... 1 —

— 1 1 1 1 1 1 1 1 1 1 Do X OA»1 .in111 pVi clit K, 1 1 Oil 1/ :::: 1 1 1 1 1 1 1 1 1 1 1 \ 1 —

Do H ^-inch ^lit

" do 2 Do H 6- inch slit do 2 Aluminum oxide metal

cloth disks. X 6 inch diameter R wt 1 — 1 1 1 ... 1 — 1 1 1

Tin X O 1 1 1 1 II e-> UlalJI C ICi do 1 1 1 1 1 1 ! 1. Do X 10 inches diameter do 1 ...

1 1 1 1 1 1 1 Do X 12 inches diameter do 1 1 1 —

1 1 —

1 1 1- Do X 15 inches diameter. —do.„. 1 1 1 —

1 1 —

1 1 1 Do X 18 inches diameter _ do 1 1 1 —

1 1 —1 1 1 Do X 90 in r*h pq H inmpf pr do 1 1 1 —

1 1 —1 ! 1 Do X 9^£*} infhp? UlLllCo HipTTiptpr UldXUClCI _ do 1 1 1 1 1 1 1 1 Do X 26 inches diameter

_

do 1 1 1 —

1 1 —

1 1 1 Do X 30 inches diameter. —do..._ 1 1 1 —

1 1 —

1 1 1 Do X 40 inches diameter. do 1 1 1

--- 1 1 1 1 1 Do X 53 inches diameter do 1 1 1 —

1 ! —

! ! 1 Do X 6 inches diameter. DCwt 1 1 1 1 Do X 8 inches diameter do 1 1 1 1- Do X 10 inches diameter

_

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.

...do 1

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\ \ \ Do X 53 inches diameter do 1 1 1 1 Aluminum oxide fiber back 5 inches diameter. Closed. 1 1 1 1 1

1

1

1

1 combination disks. Do 6 inches diameter. do 1 1 —

1 1 —

1 —

Do 7 inches diameter. do 1 1

---

1 —

1 1 —

Do 8 inches diameter do 1 ...

1 1 1 1 Do 9}4 inches diametei

do....- do 1 —

1 —-__ 1 —1 —

1 1 —

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1 —

Kilicnn 1 ill U (•nrnii'i'p Ull U1UC rtRnpr JJ<1 IJC1 rpiim , ICulil _ Do A 9 by 11 inches Open — 1 1 1 1 1

1

1 1 —

c do. do 1 1 1 1 Do c 9 by 11^ inches

QU nvUy 19L£i inchpc lilLllCo . 24-inch original

__do — — — 1 1 1 1 1 Do c "do — — — 1 1 1 1 1 Silicon carbide paper, roll Silicon carbide paper, ream _ Do

c I"do"" 1 1 1 1 1 D 99 hv ^19 innhp<;

8 by 11 inches

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9 by 12 inches do — — — 1 1 1 1 1 Do D "Idol" — — — 1 1 1 1 1 Do T) - - 7-i n r*h "Wph^tpr do 1 1 1 1 1

Silicon carbide paper, roll —

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Q hv 19 innhpc ...do- — — 1 1 1 1 1 1 1 Do Ei-i do —

1 1 1 1 1 1 1

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1

. m-icMnol 1 ' 1 1 -. 1 ; 1 l j do

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d-inf>h 1 1 1 ^lit

1

1 11 1 11 — __ _ Closed

.

2 Do E (j 1 1 1 1 1 i: 1 1 1 1 1 1 1 1 1 1 Do E O-lilLIl ollb do 1 [ 1 1 1 1 , 1 1 1 1 1 1 1 1 1 1 Do E 8-inch slit ."do"" 1 I 1 1 1 1 1 1 1 1 1 1 1 Do E.. IK) IIIOU . > 1 ___ do 1 1 1 1 \ 1 1 1 1 1 \ 1 1 1 1 1 Do E iz-incii siit do" 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 E 1

F — J 1

1

' 1 1 Ml'. .... .. do 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

Silicon carbide combina- do 1 1 — tion, ream.

Silicon carbide combina- „ . . , 1 do 1 1 1 1 1 1 1 1 1 tion, roll. Do 28-inch original do 1 1 1 1 1 1 1 1 1 Silicon carbide cloth, roll Do

J... do ...do-- 1 1 1 1 1 1 1 1 J___ do Open 1 1 1 Do X do Closed. 1 1 1 1 1 1 1 1 1 Do.._. X 4-inch slit. _..do.... 1 1 1 1 1 1 1 1 1 Do— — X _ ...do.... 1 1 1 1 1 1 1 1 1 Do X 9-inch slit ...do...

.

1 1 1 1 1 1 1 1 1 Do X ...do.... 1 1 1 1 1 1 1 1 1

638
ABRASIVE MATERIALS , ASBESTOS, AND CHALK 545.2

Class of goods Backing Size Coating

Grade number

9/o; 8/0, 7/0 320,280,240

4/0! 3/0 150 120 12

.Silicon carbide cloth, roll Do

Do

Do

Silicon carbide cloth disks..

X__ X.X

Cambric. X

14-inch slit 15-inch slit 24-inch slit 24-inch original... 6 inches diameterClosed.

_.do.__

Do.

Do. Do.

Do. Do.

X 8 inches diameter., X _J 10 inches diameter X 12 inches diameter X 15 inches diameter

.

X IS inches diameter

..do..

..do.. R wt.

__do_.

DoSilicon carbide fiber-back combination disks. Do

Do

.do.. -do.

_do_

.do. Do 1 X_ 20 inches diameter Do

Do -

DoDo

X. — 23 inches diameter X 20 inches diameter X 30 inches diameter

.

X 40 inches diameter

.do.

.do.

X.

_do.

-do.

.do.

53 inches diameter

.

5 inches diameter. _

7 inches diameter

9J4 inches diameter

.do. Closed

.do. .do.

Waterproof flint paper, 'waterproof garnet paper, waterproof aluminum oxide paper, and waterproof silicon carbide paper are all made

in a variety of grit numbers and backings which are determined and controlled by a patent license agreement.

Converted shapes and sizes that can be cut from

the products listed: Shoe trade shapes.—Heel scouring rolls will be

made in the long-established and most-used shapes

FS, CT, A, B, C, OG102, and OG104.

Heel breasters will be made in the six well-established standard shapes (300 to 305) and in a few

semistandard shapes.

Pin wheels. (See disk list). Pads will be made in the six well-established shapes.

Siit rolls (in intermediate sizes).—Slit rolls, al- though considered as special items, can be supplied

in intermediate widths. Nonstandard length rolls can be supplied on special order only in lengths of 25 yards or greater. Joined belts can be supplied in the materials and grades listed, at the widths listed, or at inter- mediate widths and in lengths as ordered, except

Combination and paper belts will be made only in lengths up to 37 inches. Standard belt joints may be "butt reinforced"

either straight or diagonal, "dovetailed" either straight or diagonal, or "skived" either straight or

single diagonal. Cones and sleeves (joined) can be supplied on

special order. Nonstandard size sheets can be supplied on special order in sizes up to a maximum area of 400 square

inches with a maximum dimension of 35 inches. Disks of standard material (other than R weight

grinding disks) can be furnished in the following diameters: 1, 2, 3, 3V2 , 4, 6, 8, 10, 12, 15, 18, and 20

inches, or in intermediate sizes. Assorted sheet packages.—Flint paper, 4% by 5%

inches, 20 sheets (fine, medium, and coarse) ream

flint paper. Emery paper, 4% by 5}£r

inches, 10 sheets (fine, medium, and coarse) ream emery paper. Emery cloth, 4% by 5% inches, 6 sheets (fine, medium, and coarse) ream emery cloth. 541.5 PUMICE.

(No nationally recognized specifications available.) 545. ASBESTOS

545.1 ASBESTOS, UNMANUFACTURED.

(No nationally recognized specifications available.)

545.2 ASBESTOS PAPER, MILLBOARD, AND

ROLL BOARD.

American Marine Standards Committee, asbestos

millboard, standard E No. 17, 1928. (The above specification is identical with Federal

Specifications Board, No. 54 (given below), with the

exception that in this specification the %-mch

nominal thickness grade is omitted.) Federal Specifications Board, specification No. 54, United States Government master specification for asbestos millboard, February 1, 1923. GRADES

1. Asbestos millboard shall be supplied in the

following grades as required: Medium and hard. MATERIAL

2. (a) Material covered by these specifications

shall be boards of uniform thickness, composed of asbestos fiber, with a small amount of binding

material.

(6) Vegetable matter shall not exceed 3 per cent by weight of the composition of the millboard and

the same shall only be used as sizing.

GENERAL REQUIREMENTS

3. (a) Asbestos millboard shall be supplied in standard sheets 42 by 48 inches, unless otherwise

specified. The thickness of the millboard referred

to hereafter in these specifications shall be the mean

of the four thicknesses determined by measurements

taken at the middle of each side.

(b) The thickness of each board shall be within

the limits given in Table A.

(c) The average thickness of any 10 boards,

taken at random, shall be within the limits given in Table B. Thickness

Nominal thick- ness (inch)

Table A Table B

Minimum Maximum Minimum Maximum

Inch Inch Inch Inch a— —

0.11 0.14 0. 12 0.13 W —

. 22 .28 .24 .26

!34 .41 .36 .39 M .45 .55 .47 .52

639
545.2 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

(d) For a special thickness, the minimum or maximum variation shall be that permitted for the next

larger thickness. If over % inch nominal thickness, the same percentage of tolerance shall be permitted

as for Yt inch thick.

(e) Millboard shall show no change of texture and

no softening when heated indefinitely in a dry heat

at 400° F.

(/) The loss of weight of millboard after it has has been dried to a constant weight at a temperature

not exceeding 220° F. shall not exceed 20 per cent when a 2 g sample is cut up and heated to a bright

cherry-red heat in an open crucible in a gas muffle

for 30 minutes.

DETAIL REQUIREMENTS

4. (a) The maximum acceptable weights for mill- board reduced to the basis of 1 square foot area, 1 inch thick, shall be.

Pounds Medium millboard _ 6.00 Hard miliboard 6. 50 The thickness of the sample sheet shall be deter- mined as in paragraph (a).

(6) Samples of millboard within 0.01 inch of the nominal thickness shall not show signs of cracking

when submitted to the following weights nor deflec- tions less than noted in the following table:

Thickness (inch) Hard load Medium

load

Deflection medium

minimum

y* Pounds

4.5

18.0 36.0

54.0

Pounds

1.3 6.0

12.0 19.0

Inch

0.40 .35 .25

.20 M3/s— -- % -

TESTS

5. (a) The test pieces for the deflection test shall be 4 inches wide and 12 inches long, cut with

the direction of the fiber. Each sample shaU be

tested by placing it upon two knife-edges, the tops

of which are approximately %-inch radius, placed

parallel 10 inches apart. The load specified in paragraph 5 (6) for the size being tested shall be

applied entirely across the test specimen at a point

equidistant from the supporting knife-edges. The

knife-edge supporting this centrally applied load

shall have a face with a radius of approximately

Yi inch. At least one minute shall be allowed for the specimen to take its final set.

(b) Tests shall be conducted to determine the composition as provided for in paragraph 3 (e) and (f). PACKING AND MARKING

6. Deliveries shall be made in substantial crates marked with the grade, thickness, and number of sheets contained, the contract, requisition, or other number and the name of the contractor. Federal Specifications Board, specification No.

211, United States government master specification for magnesia asbestos plaster, September 30, 1924. (See 572, page 650.)

United States Department of Commerce, division

of simplified practice recommendation No. 19

(revised), asbestos paper and asbestos millboard,

March 1, 1927. The Department of Commerce, as the result of unaminous action of a conference of manufacturers,

distributors, and users, recommends that sizes, weights, and thickness of asbestos paper and asbestos millboard be reduced to the following list; Table 1.

Asbestos paper

Weight

of rolls Width of

rolls Weight per 100 square feet Thickness

Pounds

100

50

50

Inches

36

2418

Pounds

8 10 12 14 16 8 10 12 14 16 8 10 12 14 16

Inch Me H

Me

Me

Table 2.Asbestos millboard

Size of sheet Thickness of sheet

Inches 42 by 48Inch Me H Yi H

545.3 ASBESTOS PIPE COVERING AND

CEMENT.

(No nationally recognized specifications available.) 545.4 TEXTILES, YARNS, AND PACKING.

American Society for Testing Materials, tentative

specifications for tolerances and test methods for asbestos yarns, serial designation D299-28T, 1928.

1. These specifications cover the tolerances and

methods of testing for plain asbestos yarn and

metallic asbestos yarn. DEFINITIONS

2. (a) Asbestos yarn.—Asbestos yarn is yarn

consisting of (1) asbestos fiber, or (2) asbestos and

cotton fibers, or (3) asbestos and cotton fibers and

wire.

(b) Plain asbestos yarn.—Plain asbestos yarn is yarn consisting of (1) asbestos fiber, or (2) asbestos and cotton fibers.

(c) Metallic asbestos yarn.—Metallic asbestos yarn is yarn consisting of plain asbestos yarn

twisted with brass, copper or other fine wire.

(d) Cut.—The term "cut" indicates the size of asbestos yarn. The word "cut" preceded by a number indicates, in multiples of 100 yards, the yardage per pound of single-ply yarn. For example

"5-cut" indicates that a pound of single-ply yarn

so designated measures approximately 500 yards,

"10-cut" indicates a yarn that measures approximately 1,000 yards per pound.

(e) Ply.—The term "ply," applied to asbestos

yarn, indicates the number of strands of single yarn twisted together to form a heavier yarn. For

example, "2-ply 10-cut" indicates that each of the two strands forming the 2-ply shall be 10-cut.

i 640
ABRASIVE MATERIALS, ASBESTOS, AND CHALK 545.4

TOLERANCES

3. The yardage of plain, single-ply asbestos yarn

shall conform to the following requirements:

Size d^si^n^tion Nominal

yardage

per pound

Permissible range of variation in yardage

5-cut 500 450- 549 6-eut__. 600 550- 649

7-cut 700 650- 749

S-cut__ 800 750- 849

9-cut 900 850- 949

10-cut 1,000 950-1, 049

12-cut__ 1,200 1,150-1,249

14-cut 1,400 1, 300-1, 499

16-cut 1,600 1, 500-1, 699

18-cut 1,800 1, 700-1, 899

20-cut 2,000 1, 900-2, 099

24-CUt 2.400 2, 300-2, 499

26-CUt 2,600 2, 500-2, 699

28-cut 2,800 2, 700-2, 899

30-eut 3,000 2, 900-3, 099

4. The diameter of the wire used in metallic asbestos yarn shall not vary from the size specified more than plus or minus 0.001 inch.

5. (a) The cotton content of both plain asbestos yarn and of metallic asbestos yarn shall conform to the following requirements:

Per cent Grade A 15-20 Grade AA _ 8-10 Grade AAA 4-5 Grade AAAA _ _. None.

(&) The cotton content of metallic asbestos yarn

shall be determined after all the wire has been

removed from the test specimen.

METHODS OF TESTING

6. The asbestos yarn shall be washed thoroughly

with chloroform or ether to remove all grease, fats, and oily matter and shall be dried to constant weight at from 100° to 105° C. A test specimen of about 1 g of the extracted and

dried yarn shall be weighed and placed in a combustion boat and the boat placed in a combustion furnace. The drying and absorption train shall be attached and

a gentle current of thoroughly dried and purified oxygen shall be started through the apparatus. Heat shall then be applied until the combustion tube

becomes dull red and the tube shall be subjected to

this temperature for 15 or 20 minutes. The flow

of oxygen shall then be continued for an additional 15 minutes to remove the products of combustion

from the apparatus. The water from the products

of combustion shall be removed by passing them

through bulbs containing sulphuric acid, and then

through tubes containing calcium chloride. The

carbon dioxide shall be removed by absorption by

passing through caustic potash (KOH) in a Vanier

or other absorption bulb. The weight of the bulb

being known, any increase in weight indicates the amount of carbon dioxide absorbed.

7. The percentage of cellulose shall be calculated from the following formula:

Weight of CO:X0.6137^

Percentage of cellulose (CcH,o06)= Weight of sample Xl0° Federal Specifications Board, specification No.

94b, United States Government master specification

for packing, asbestos metallic cloth sheet, May 12, 1927.

GRADES

Packing shall be furnished in the following grades

as required: Grade I, not less than 90 per cent

asbestos; Grade II, not less than 75 per cent

asbestos.MATERIAL AND WORKMANSHIP

Asbestos metallic cloth sheet packing shall be

made of woven asbestos wire insertion cloth treated with a rubber compound. The workmanship shall be first class in every respect. GENERAL REQUIREMENTS

1. Sheet packing one-sixteenth inch in thickness

shall be one ply of cloth. Sheet packing one-eighth,

three-sixteenths, and one-fourth inch in thickness

shall be made of two, three, and four plies, respectively, of Ym-mch cloth cemented together.

2. A plus tolerance of one sixty-fourth inch will be

permitted. No minus tolerance in thickness shall be allowed.

3. The finished packing shall not crack nor show

any signs of injury when bent flat on itself in any

direction. The brass or copper wire shall be 0.007 inch

in diameter, plus or minus 0.001 inch. DETAIL REQUIREMENTS

(a) The cloth shall be woven from yarn containing not less than 90 per cent for Grade I and 75 per

cent for Grade II, by weight, long-fiber asbestos of not less than 12 per cent, by weight, water of composition.

(6) The weave of the cloth shall consist of not

less than 20 for I and 16 for II strands in the warp

and 10 for I and 8 for II strands in the filler per

linear-inch.

(c) For packing one-sixteenth inch in thickness,

each strand of the warp and filler shall consist of two plies of asbestos yarn and one for I and not more

than two for II brass or copper wires twisted

together.

(<f) The weight per square yard of one-six- teenth-inch asbestos metal cloth before application

of the rubber compound shall be not less than 2.75 pounds per square yard.

(e) The rubber compound shall be not more than

50 for I and 55 for II per cent by weight of the

finished packing.

(/) Packing shall show no signs of flowing, cracking, material hardening or disintegration of the rubber compound when bolted between iron plates

and subjected to the action of saturated steam at 275 for I and 200 for II pounds per square inch for a

total of 24 hours.

Weight of finished products

Thickness

(inch)

Weight per square yard

Minimum Maximum

Pounds Pounds Me 5. 50 6.25

Vs 10. 50 11.75 Me 16.00 17.75 M 21.50 24.00

641
545.4 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

METHOD OF INSPECTION AND TESTS

A sample of finished packing 12 inches square and

of untreated fabric 12 inches square shall be taken

at random by the inspector from each lot of 2,000

pounds of packing or less and forwarded to the

testing laboratory.

PACKING AND MARKING OF SHIPMENTS

1. Packing shall be supplied in rolls weighing

approximately 100 pounds or 250 pounds unless otherwise ordered. Each roll shall kfc wrapped in waterproof paper.

2. The packing shall be marked with the maker's name and brand neatly stenciled upon each linear yard. The date of manufacture shall be marked on

each end of each roll. NOTES

1. Grade 1 packing is suitable for steam pressure up to 300 lbs./in.2 and temperature up to 700°F.

2. Grade II packing is suitable for steam pressure up to 200 lbs./in.2 . 3. Requirements for test and analyses which are applicable to this specification are contained in Federal Specifications Board specification 59a,

general specifications for rubber goods. Federal Specifications Board, specification No. 95, United States Government specification for asbestos valve-stem packing, December 29, 1923.

1. GENERAL

(a) This specification covers the requirements

for asbestos valve-stem packing to be used under steam pressures up to 300 lbs./in.2 and a maximum

temperature of 700° F.

2. CONSTRUCTION AND MATERIAL

(a) This packing shall be furnished in any of the following types as required and consist of

1. Braided asbestos, lubricated with satisfactory

oils.2. Braided asbestos, frictioned with vulcanizable gums.

3. Twisted asbestos, lubricated with satisfactory

oils.4. Twisted asbestos.

(6) The finished packing, except type 4, shall be

dipped in pure flake graphite.

(c) The yarn shall contain not less than 90 per

cent of long-fiber asbestos of not less than 12 per

cent water of composition.

(d) The weight of the single ply of asbestos yarn

shall not be more than 1 pound per 1,000 yards.

(e) The lubricant and graphite in types 1 and 3

shall not exceed 33 per cent by weight of the completed packing. Types 2 and 4 shall contain no

lubricants.

Note.—Requirements for construction, materials, sampling, and

testing which are applicable to this specification are contained in Federal Specifications Board specification No. 59a, general specifi- cations for rubber goods. Federal Specifications Board, specification No.

96c, United States Government master specification for packing, asbestos sheet, compressed, May 22, 1928.

I. GRADES

Packing shall be furnished in two grades, as required—-grade A and grade B. (See Section VII.)

H. MATERIAL AND WORKMANSHIP

Packing shall be made of asbestos fiber, treated with a rubber compound and felted into a sheet of

compact and uniform texture, with smooth surfaces and free from imperfections. The finished packing

shall be free from gasoline or other solvents used

in the process of manufacture.

m. GENERAL REQUIREMENTS

1. The fiber shall be chrysotile asbestos of not

less than 12 per cent water of composition.

2. The rubber shall be the best quality new,

wild, or plantation rubber.

3. Packing shall be furnished in the dimensions

ordered. A tolerance in thickness, plus or minus,

will be permitted as follows: For thickness three thirty-second inch or less, 10 per cent; for greater

thickness, 5 per cent.

4. The hardness, measured in depth of indentation produced by a spherical surface 3.2 mm (0.125

inch) in diameter under a dead-weight pressure of

1 kg (2.2 pounds) applied for one minute, shall be not less than 0.15 mm nor more than 0.25 mm.

At least five impressions shall be made on both faces and the average of all readings reported as the

hardness.

IV. DETAIL REQUIREMENTS

CHEMICAL COMPOSITION

Grade A Grade B

Asbestos fiber, minimum

Per cent by weight

75 9-16

0. 50-1

13

Per cent by weight

70 9-16 Remainder.

Rubber

Sulphur, maximum . Mineral fillers

Weights per square yard

Size of packing

(inch)

Grade A Grade B

Maximum Minimum Maximum Minimum

M>i - YZ2 MeM

MeH

Pounds

1.3 2.7

5.4

10.8

16.2 21.6

Pounds

1.0 2.2

4.4 8.8

13.2

17.6

Pounds

1.5 3.0

5.9

11.8

17.7 23.6

Pounds

1.2 2.4

4.8

9.6 14.4 19.2

GKADE A PACKING The asbestos fiber shall be thoroughly carded

and not less than 90 per cent shall remain on the %-inch screen and not more than 6 per cent shall pass through the %-inch screen when 1 pound of fiber is subjected to a 2-minute test in a standard

asbestos-shaking machine. The tensile strength

shall be not less than 4,000 lbs./in.2

. GRADE B PACKING The tensile strength of cross-laminated sheets

shall be not less than 3,000 lbs./in. 2 in either the

longitudinal or transverse directions. Single-ply sheets having a minimum tensile strength of 1,800

lbs./in.2 will be acceptable if the average tensile strength in the longitudinal and transverse direc- tions is not less than 3,000 lbs./in. 2

.

V. METHODS OF INSPECTION AND TESTS

1. Two samples of finished packing 12 inches square shall be selected by the inspector from each

lot of 2,000 pounds of packing or less of each thick- ness and forwarded to the testing laboratory for

642
ABRASIVE MATERIALS, ASBESTOS, AND CHALK 545.4

such tests as may be necessary to determine compliance with this specification.

2. Accurate records of each box or mix of material

shall be maintained by the manufacturer and be open for examination by the inspector, who shall at intervals be permitted to check the mixing

operation.

3. The inspector may make a screen analysis of the asbestos fiber during the process of manufacture

to determine compliance with Section IV(Grade A

Packing, above.)

4. The tension test piece shall have a constricted portion 2 inches long and one-half inch wide. Three tension tests shall be made in each direction from one sample of each lot, the other sample being

used for the hardness test.

VI. PACKING AND MARKING OF SHIPMENTS

Shall be in accordance with the best commercial

practice unless otherwise specified. vn. NOTES

1. Grade A packing is for use in steam joints

under a maximum pressure of 350 lbs. /in.2 and a maximum temperature of 700° F., and for joints

of internal-combustion engines.

2. Grade B packing is for use in steam joints

under a maximum pressure of 300 lbs. /in.2 and a maximum temperature of 600° F., and for internal- combustion engines.

3. By using a number of rings of }i6-inch compressed asbestos sheet packing, sufficient to fill the packing space in boiler blow-off valves, the indi- vidual rings vulcanize into one solid ring and serve the same purpose as the special molded rings

previously covered by Federal Specifications Board

specification No. 109, which has been canceled. (Requirements for tests and analyses which are applicable to this specification are contained in Federal Specifications Board specification 59a,

general specifications for rubber goods.) Federal Specifications Board, specification No.

97b, United States Government master specifica- tion for gaskets, asbestos metallic cloth, December

29, 1923. TYPES AND GRADES

Gaskets shall be furnished in the following types

and grades as required: Type A, seamless; type B,

jointed.

Grade I.—Not less than 90 per cent asbestos. Grade II.-—Not less than 75 per cent asbestos. MATERIAL AND WORKMANSHIP

All gaskets shall be made from woven asbestos wire insertion cloth treated with a rubber compound.

All layers of the gasket shall be uniformly impregnated with the rubber compound. The workmanship shall be first class in every respect. GENERAL REQUIREMENTS

1. The order shall specify the type, grade, shape,

and size desired, and the gaskets shall be so finished as to retain their shape and size under the ordinary

conditions of handling before and during instal- lation. (See "Notes," 3.)

2. All gaskets one-eighth inch in thickness and

greater shall be folded and contain not less than

3 plies of cloth. No gaskets less than one-eighth

inch thick shall be ordered under this specification. (See "Notes," 3 and 5.) 3. No minus tolerance will be permitted. Plus

tolerance will be permitted as follows: Yzi inch in thickness on all gaskets, %2 inch in all other dimensions of handhole gaskets, and Yit inch on all other dimensions of all other gaskets.

4. A gasket shall not crack nor show any signs

of injury when bent flat on itself. 5. The brass or copper wire shall be 0.007 inch

in diameter, plus or minus 0.001 inch.

6. Seamless gaskets shall be composed of an

integral piece of the fabric in which the filler threads run continuously around the gasket, while the warp threads run transversely. The fabric shall be folded on itself to form the desired thickness, the fold forming that edge of the gasket which is exposed to steam.

7. Jointed gaskets shall be composed of cloth cut on the bias and folded into the required shape

and thickness after the ends have been securely

joined together. The fold shall form that edge of the gasket which is exposed to steam. DETAIL REQUIREMENTS

(Items (a), (b), (e), and (J) of "Detail requirements, " F. S. B. No. 94b (given above) apply to Grades I and II as designated in this specification.)

Cloth for %-inch, 3-ply gaskets shall be constructed as follows: Each strand of the warp shall consist of two plies of asbestos yarn and one for Grade I and not more than two for Grade II brass

or copper wires twisted together; each strand of the filler shall be composed of one or more plies of asbestos yarn and one for I and not more than two

for II brass or copper wires twisted together. In

construction of Grade II not more than one wire

shall be used in the filler when only one ply of yarn

is used. Cloth for 5i6-inch 3-ply and -inch 4-ply gaskets

shall be constructed as follows: Each strand of the warp and filler shall consist of two plies of asbestos yarn for I and not more than two for II brass or copper wires twisted together.

The weight of the asbestos metallic cloth before

application of the rubber compound shall be not

less than 2.25 pounds per square yard for %-inch,

3-ply gaskets, and 2.75 pounds per square yard for %6-inch 3-ply and J^-inch 4-ply gaskets.

METHOD OF INSPECTION AND TEST

One sample gasket and 1 square foot of untreated

fabric shall be taken at random from each lot of 5,000 or less handhole gaskets, 1,000 or less muddrum and pipe-flange gaskets, or 500 or less manhole

gaskets and forwarded to the testing laboratory.

PACKING AND MARKING OF SHIPMENTS

Packing and marking shall be in accordance

with the usual commercial practice unless other- wise specified in the proposal.

NOTES

1. Grade I gasKets are suitable for steam pressure up to 300 lbs. /in.2 and temperature up to 700° F.

2. Grade II gaskets are suitable for steam pres- sure up to 200 lbs. /in.2 3. This specification includes all folded gaskets

for boiler manholes, handholes, and flanged joints.

Handhole and tube-plate gaskets may be either type A or type B; all other gaskets should be type B.

4. When ordered, gasket tape shall conform to the requirements of jointed gaskets, Grade I and II, as required.

5. Stamped asbestos gaskets should be made from

material described in Federal Specifications No. 94 and 96 (given above).

(Requirements for tests and analyses which are applicable to this specification are contained in

643
545.4 STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

Federal Specifications Board, specification No. 59a,

general specifications for rubber goods.) Federal Specifications Board specification No.

103a, United States Government master specifica- tion for asbestos high-pressure rod packing, June 15, 1925. Packing shall be supplied in one grade only.

MATERIAL AND WORKMANSHIP

1. Packing shall be made from woven asbestos

cloth, treated with a protective coating of rubber

compound, wrapped tightly upon . itself, in layers.

No wire insertion will be permitted.

2. It shall be square and shall be made plain,

with a central rubber core, or with a rectangular

rubber spring back as specified and shall be suffi- ciently pliable to move or flow toward the rod as wear takes place. Packing less than three-eighths inch in size shall not contain a rubber core or spring back.

3. When the packing is made with a rubber

spring back the outside cover stock shall consist of not less than two complete layers of cloth.

4. Rubber friction shall not be used on the outside

of the packing where it will come in contact with the

rod. REQUIREMENTS

1. The asbestos cloth shall be made as follows: Each strand of the warp and filling shall consist of two asbestos yarns, and the weave shall run not

less than 20 strands of warp and not less than 10 strands of filling per linear inch.

2. The yarn shall contain not less than 90 per

cent of long-fiber asbestos of not less than 12 per

cent water of composition.

3. New, wild, or plantation rubber of best quality

shall be used in the spring back, central core, and

friction.

4. The compound used for the spring back or

central core shall contain not less than 60 per cent by volume of rubber. The total sulphur, exclusive

of that contained in barytes, shall not exceed 8 per

cent of the weight of rubber as compounded. The

rubber compounds shall be free from all substances which might injuriously affect the quality.

5. The packing shall be coiled into helices and

vulcanized. The inside diameter of the helix shall be not less than four nor more than six times the

thickness of the packing.

6. Packing with core or spring back shall contain not less than 40 nor more than 60 per cent by weight

of rubber compound, including the core or spring

back, prior to lubrication. Packing without core or spring back shall contain not less than 30 nor more than 50 per cent by weight of rubber compound

prior to lubrication.

7. The cross-sectional' area of the rubber core or spring back shall not exceed 12 per cent of the nominal cross-sectional area of the packing.

8. The lubrication shall not exceed 20 per cent by

weight of the finished packing. Lubrication may

be either oil or glycerin.

9. The finished packing shall be dipped in pure

flake graphite.

10. When subjected to the action of a saturated steam at 250 lbs./in. 2 gauge pressure for eight hours

the finished packing shall not harden nor soften materially, and the friction compound shall retain most of its elasticity and strength as indicated by

the "tooth" when the plies are separated.

METHODS OF INSPECTION AND TEST

1. A sample of untreated cloth 12 inches square

shall be taken from each lot.

2. A sample 12 inches long of each size of packing

as finished and also without lubrication or graphite

shall be taken from each 1,000 pounds or less. PACKING AND MARKING

Each helix of packing shall be wrapped in waxed

paper. ADDITIONAL INFORMATION

1. This packing is suitable for use as a piston-rod,

valve-stem, or slip-joint packing under steam pres- sures up to 300 lbs./in.2 and with a maximum temperature of 700° F.

2. The packing as furnished shall weigh within

5 per cent, plus or minus, of the proposed weights as submitted with the proposals.

(Requirements for tests and analyses which are applicable to this specification are contained in Federal Specifications Board specification 59a, general specifications for rubber goods.) Federal Specifications Board, United States Government master specification No. 487, for asbestos wick and rope packings, May 12, 1927. GENERAL SPECIFICATIONS

Unless otherwise specified herein, tests and analyses shall be made in accordance with the methods de- scribed in United States Government master specification No. 59a, general specifications for rubber

goods (methods of physical tests and chemical analysis), in effect on date of invitation for bids. GRADE AND TYPES

Wick and rope packing shall be made in one grade

only, as follows: Wick packing, one-fourth inch

only. Rope packing, all sizes, three-eighths inch

and larger.MATERIAL AND WORKMANSHIP

Wick and rope packing shall be made from longfiber carded asbestos spun into yarns and laid up

into the general form of a common lamp wick or a

loosely twisted cord which can be separated and re- wound into grommets or braided into small gaskets.

If a core is employed it shall be of the same material and construction. DETAIL REQUIREMENTS

1. Packing shall be made from yarn containing not less than 85 per cent by weight of asbestos of at

least 12 per cent water of composition.

2. No wire insertion, sizing, or lubrication shall be permitted.

3. The weight per linear yard shall not be less than stated in the following table:

Nominal

size Minimum

weight per

linear yard

Inches Pounds H 0.045 % .12

.20 H .30 % .40 .50

1 .75

1.00

METHOD OF INSPECTION AND TEST

1. Three balls or reels from each lot of 25 or less of the same size under inspection shall be selected by

644
ABRASIVE MATERIALS,

the inspector, measured, and weighed to obtain the average weight per linear yard.

2. A test sample weighing not less than 6 ounces

shall be selected from each lot of 100 pounds or

less of each size.

3. Tests shall be made for (a) hygroscopic moisture, (b) asbestos content, and (c) water of composition.

PACKING OF SHIPMENTS

Packing shall be furnished as follows unless other- wise specified: %-inch wick packing in 1-pound

balls; % to 1% inch rope packing in 25-pound reels. 545.9 MISCELLANEOUS MANUFACTURES

OF ASBESTOS.

Society of Automotive Engineers, brake lining

(standard, 1926).

(This standard has been incorporated in its entirety into Simplified Practice Recommendation

66, of the United States Department of Commerce,

given below.)

United States Department of Commerce, Division

of Simplified Practice, recommendation No. 66, au- tomobile brake lining, December 1, 1927. The Department of Commerce, as a result of unanimous action of a conference of manufacturers,

distributors, and users, recommends that stock sizes of automobile-brake lining be limited to the sizes in the following table:

Thickness (inches) H2

+0.000 -.020

^6

+0. 000 -.020

Yi +0.000

-.031

M«

+0. 000 -.031

Widths (inches ±He) m

mmm

w

m2

m

m m

22Vi

2Vi 2%

3

3V4

22Vi •M

2H

3w

3H

3H

44H

5

6

44H

5

6

United States Department of Commerce, Division

of Simplified Practice, recommendation No. 75, composition blackboard, April 1, 1928. In accordance with unanimous action of a general conference of representative manufacturers, wholesalers, and users of composition blackboard, the United States Department of Commerce, through

the Bureau of Standards, recommends that the

following table constitute the accepted simplified

list of stock items: Table 1.

Cement asbestos backing

TYPE 1

Color Widths (feet) Lengths (feet)

Black 3H and 4 6, 7, and 8.

ASBESTOS, AND CHALK 545.4

Table 2.

Wood pulp backing

TYPE 2

Color Widths (feet) Lengths (feet)

Black 3Hand4_ 6,7,8, 10, and 12.

6, 7, 8, 10, and 12. Green i 314 and 4

OBSOLESCENT

All 3 » 9 and 11.

1 The present volume in green board is sufficiently large to warrant

its retention. The volume of demand at the expiration of the period

of this recommendation will determine the subsequent action

2 The present volume in the 3-foot width is sufficiently large to warrant its retention. The volume of demand at the expiration of the period of operation of this recommendation will determine the subsequent action. Table 3.

Gypsum core backing

TYPE 3

Color Widths (feet) Lengths (feet)

Black 3y2 and 4 6, 7, and 8.

OBSOLESCENT

All 3 i All.

i The present volume in the 3-foot widch is sufficiently large to warrant its retention. The volume of demand at the expiration of the period of operation of this recommendation will determine the subsequent action. 546. CHALK

American Ceramic Society, standard specifications for ceramic whiting, 1924.

(A) GENERAL

1. Definition.—Ceramic whiting is a finely ground

white powder composed of nearly pure calcium

carbonate or calcium carbonate and magnesium

carbonate obtained from pulverizing and sizing

chalk, marble, or limestone, or as a chemically

precipitated product.

2. Use in ceramic products.—Whiting is used to

furnish the calcium oxide component of glazes,

enamels, and fluxed ceramic bodies. It is an active

fluxing agent, rarely used in large quantities in body

mixtures. It may be used either as a raw ingredient

in glazes or fritted or smelted with other glaze materials before application.

3. Packing.—Whiting is packed and shipped in barrels which do not hold more than 325 pounds or bags which do not hold more than 125 pounds. The

package should be labeled, stating whether the content is natural rock whiting or chemically

precipitated whiting.

(B) REQUIREMENTS

1. Quality.—Whiting shall be uniform in quality

(from shipment to shipment), both as to fineness of grain and composition. The calcium, magnesium,

or total carbonates shall not vary more than ± 1 per cent and the silica not more than ±one-half of

1 per cent of a figure set by contract within the limits

645
546. STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

of the composition shown in class 1 or class 2. It should be manufactured from the purest rock avail- able and should be free from particles of pyrites,

iron-bearing silicates, metallic iron, and gypsum.

2. Composition.—Whitings shall be divided into two classes, No. 1 being practically a pure calcium

carbonate and No. 2 containing calcium car- bonate with a considerable percentage of magnesium carbonate within the limits of the composition

given. This does not indicate that one class is inferior in quality to the other, but indicates that numerous users prefer the magnesium whiting to the pure calcium whiting.

CLASS 1

Material

Total

carbonates CaC03 MgC03 Fe2 3 SiOj SOs

Maximum

Per cent Per cent Per cent

1 Per cent 0.25 Per cent 2.0 Per cent 0.1 Minimum 97 96

CLASS 2

Maximum

Minimum

8 0.25 2.0 0.1 97 89

3. Fineness.-—Screening samples by washing for 10 minutes with a stream of water practically with- out pressure shall not leave a residue of more than

1 per cent on a No. 140 screen (or more than 2 per cent on a No. 200 screen), and at least 98 per

cent of the material shall pass a No. 200 screen. It shall also be so fine that a separation made by a Pearson 2 air separator will show at least 85 per cent of the material finer than 0.02 mm and at

least 48 per cant finer than 0.01 mm.

As an alternative to the Pearson air separator

method the following (not so desirable) may be used:

2 g of the material shall be shaken for 10 minutes in a 250-cc cylindrical graduate with 250 cc of distilled water. On allowing to settle it shall require not

less than 20 minutes for visible settling to cease when the cylinder is viewed in reflected light, using

clear, north sky light for illumination.

4. Marking.—Each shipment of material shall be

legibly marked with the names of consignor and

consignee and with some means of identifying the

particular contract on which the shipment is made.

5. Rttesting.-—Notice of the rejection of a shipment based on these specifications must be in the hands of the consignor within 10 days after the

receipt of the shipment at the point of destination.

If the consignor desires a retest, he shall notify the consignee within five days of receipt of said notice.

(C) SAMPLING AND TESTING

1. Sampling.—Twenty-five per cent of the number of packages shall be selected for sampling. A

core representing the contents of each of these packages shall be taken with a sampling tube. The

total material so collected shall weigh not less than

5 pounds. This shall be thoroughly mixed and

quartered to provide a J4-pound sample for the

laboratory.

2. Testing.—The following directions are a brief summary of the analytical methods which are recom-

' The Pearson air separator developed at the National Bureau of Standards by J. C. Pearson and F. A. Hitchcock gives excellent separations of fine, dry powders and is the only machine which can be used for this purpose for particles as small as 0.01 mm. Its use is therefore recommended for manufacturers and users of fine powder

such as whiting, flint, feldspar, paint pigments, etc.

mended.3 Blast 0.5 g of the sample for 15 minutes'

in a platinum crucible. Cool and transfer to an

evaporating dish. Mix to a slurry with distilled water. Add 5 to 10 cc concentrated HC1. Heat

gently until solution is complete, breaking up lumps

if necessary. Evaporate to dryness on water bath. Add 15 cc concentrated HC1 and dilute with an

equal volume of distilled water. Digest on water bath for 10 minutes. Filter and wash with hot

water. Evaporate the filtrate to dryness. Dissolve in acid and water as before. Filter and wash

with hot water. Ignite the two precipitates

together and weigh as silica and insoluble matter. Dilute the above filtiate to 250 cc. Make alkaline with NH4 OH. Boil until odor of NH3 is barely

noticeable. Filter and wash slightly with hot water. Dissolve the precipitate with hot dilute HQ and

repeat the precipitation as before. Filter and wash

thoroughly with hot water. Ignite and weigh as oxides of iron, aluminum, and phosphorus.

To the filtrates from the above add a few drops

of NH4OH and bring to a boil. Add 25 cc of a satu- rated solution of (NH4) 2 C2 04. Continue boiling

until the precipitate becomes granular. Let stand one hour. Filter and wash with hot water. Ignite the precipitate, dissolve in dilute HC1, and dilute to 100 cc. Add excess of NH4 OH and boil. Filter out any insoluble matter, ignite, and- weigh; add its weight to the oxides of iron and aluminum found

previously. To this filtrate add (NH4) 2 C2 0-4, pro- ceeding as before. Filter, and wash with boiling water. Ignite, and blast to constant weight as calcium oxide. Acidify the filtrates from the above with HC1.

Add 10 cc of a saturated solution of NaNH4 HP04 and evaporate to 150 cc; cool; add NH4 OH drop by

drop with constant stirring until the precipitate

starts to form. Then add moderate excess of NH4OH. Stir for several minutes. Let stand

overnight. Filter and dissolve the precipitate in hot dilute HC1.

Dilute to 100 cc, add 1 cc of saturated solution of NaNH4 HP04, and precipitate as before. Filter and wash with dilute NH4 OH (25 per cent NH3 containing a few drops of HNO3); ignite and weigh as Mg2 P20; multiply this weight by 0.3621 to find the weight of MgO.

Place 0.5 g of the sample in a small Erlenmeyer

flask and cover with hot distilled water. Connect

this flask into a carbon-dioxide train, set up as fol- lows: Next to the flask is a reflux condenser, to which is connected a calcium-chloride drying tube

followed by a tube containing anhydrous CuS04 , then another tube of CaCl2 , then by two tubes filled with soda lime,»and finally by another tube of CaCl2 . The entire train must be so arranged that a stream

of C02-free air can be kept passing through it. Start

this stream of air. Weigh the tubes containing

soda lime and replace them in the train. Add to the sample in the flask about 25 cc of 1:1 HC1, being

careful that no gas is lost and that the effervescence

is not too violent during the operation. When the

effervescence diminishes, heat the flask, bring the

liquid gradually to boiling. Boil for 10 minutes.

Remove the flame and allow the flask to cool, while the stream of air is still flowing, for 15 minutes.

Disconnect and weigh the soda lime tubes. Their

increase in weight is recorded as carbon dioxide. To 5 g of the sample in a covered vessel, add 25

cc of water, and then cautiously 10 cc of concentrated hydrochloric acid. Break up any lumps

with the flattened end of a glass rod and boil for two or three minutes. Reduce the hot solution

3 For more complete information on this subject reference should be made to The Analysis of Silicate and Carbonate Rocks, by W. F. HiUebrand, U. S. Geol. Surv. Bull. No. 700,

646
ABRASIVE MATERIALS,

with a few drops of stannous chloride solution, cool, dilute to 100 cc, add 10 cc of mercuric chloride solution, and titrate with standard potassium dichro- mate solution (N/20), using potassium ferricyanide

as outside indicator. Calculate the results to Fe2C>3. A blank determination is desirable for comparison.

The permanganate method for determination of total iron, as given by Blair in The Chemical Analysis of Iron, may also be used. Fuse 2.5 g of the sample with about 10 g of sodium

carbonate, and dissolve the melt in 10 per cent hydrochloric acid. (Any insoluble residue should be

filtered off and tested by flame test for barium. If

ASBESTOS, AND CHALK 546.

barium is absent, the residue may be rejected; if present, the residue should be again fused with an

excess of sodium carbonate, and the water extract

tested for SO3) Dilute the clear solution to 250 cc, heat to boiling, and add slowly 10 cc of hot 10 per

cent solution of barium chloride. Formation of a

white precipitate indicates the presence of sulphur.

A blank test should be made to insure the purity of reagents used. For extremely accurate work any insoluble matter may be filtered off at this point, ignited, fused with

sodium carbonate, and the melt dissolved in 10 per

cent hydrochloric acid and added to the filtrate.

100925°—30 42 647
550-559 MICA, RARE MINERALS

551. CRUDE MICA

(No nationally recognized specifications available.)

552. MANUFACTURED MICA

(No nationally recognized specifications available.)

*

648
560-569 PRECIOUS STONES AND IMITATIONS

560. GENERAL ITEMS

National Jewelers Board of Trade, recommended

practice regarding classification of precious stones

(in advertising and selling), 1928. For trade purposes and in order to simplify the

consideration of stones, it is urged that they be

considered under five general headings; that is, 1, genuine; 2, reconstructed; 3, synthetic; 4, doublet;

5, imitation. The definitions and limitations of each group are set forth in the following:

1. GENUINE

All stones produced by nature, in other words,

natural stones, would continue to be called by their name or names without adjective modification other than that referring to color or quality.

Example.—A pink beryl might be so termed or sold as a "morganite," or reddish agate sold as "carnelian," or white zircon as jargoon," etc. We recommend that agate, regardless of the fact that over 90 per cent of it is dyed or treated before

sale, continue to be sold as agate or under the various headings which now designate the various colors

of dyed agate.

Example.—Agate which has been subjected to blackening be sold

as "black onyx," etc.

2. RECONSTRUCTED

All stones produced by fusing or amalgamation

of natural stones or parts thereof without the intro- duction of extraneous elements.

Note.—This type of stone is to-day practically nonexistent and

the committee knows of no such stones for sale commercially. In times past, however, the natural ruby was successfully simulated by fusing small pieces of genuine rubies. In order to provide for further discoveries along this line, classification No. 2 is herewith recommended.

3. SYNTHETIC

Produced by artificial means but having approximately the exact characteristics of the genuine stones, such as:

(a) Same hardness with a tolerance of 5 per cent over or under the extremes of the genuine.

(6) Same dichroism.

(c) Same specific gravity or density with a

tolerance of 5 per cent over or under the extremes

of the genuine.

(d) Same chemical constituents with reasonable

tolerance in the proportion of the constituents.

4. DOUBLET

Stones produced by the cementing together of two or more parts, one of which must be of genuine

stone.

5. IMITATION

All other productions made to simulate genuine

stones. It is recommended that in the discussion

of stones they be at all times referred to as "precious stones" and not as "precious stones" and "semiprecious stones."

561. DIAMONDS AND PEARIS

National Jewelers Board of Trade, recommended

practice regarding the description of diamonds

(in advertising and selling), 1928. (The above-entitled recommended practice in- cludes data relative to the following trade terms

or factors relating to diamonds: (1) Perfection, (2) color, (3) cutting (or make), (4) weight, (5) price,

and (6) imitations. The recommendations set forth what should not be done in trade practices,

and do not lay down any hard, fast rules as to grading the various qualities.)

National Jewelers Board of Trade, recommended

practice regarding the description of pearls and

imitation pearls (in advertising and selling), 1928. GENUINE PEARIS

Genuine pearls should be advertised and sold as "pearls." Where the term "oriental pearl" is used it shall be limited to pearls found in salt water. IMITATION PEARIS

In the advertising of imitation pearls, if the word

"pearl" is used, the word "imitation" should

always be used in conjunction in clearly legible

type—immediately before, following, or directly underneath.

"Indestructible," or its equivalent, as applied to imitation pearls is inaccurate and should not be

used. CUITURE PEARIS

Culture pearls should be advertised and sold as "culture pearls."

562. SAPPHIRES

(No nationally recognized specifications available.)

649
570-579 SULPHUR, MAGNESIA, SALT, AND GRAPHITE

571. SULPHUR

(No nationally recognized specifications available.)

572. MAGNESIA

American Marine Standards Committee, specifica- tion for magnesia asbestos plaster, standard E No.

16, 1928. (This specification is substantially identical with

Federal Specifications Board No. 211, given below.)

American Marine Standards Committee, specifica- tion for magnesia molded pipe covering and blocks,

standard E No. 15, 1928. (This specification is substantially identical with

that issued by the Federal Specifications Board for the same materials, given below.) Federal Specifications Board, specification No.

211, United States Government master specifica- tion for magnesia asbestos plaster, September 30, 1924. GRADE

1. Magnesia asbestos plaster shall be furnished

in but one grade.

MATERIAL AND WORKMANSHIP

2. Magnesia asbestos plaster shall contain not

less than 85 per cent pure hydrated magnesium

carbonate (4MgC03 - Mg(OH) 2 -5H2 0), and not less than 10 per cent asbestos fiber. DETAIL REQUIREMENTS

3. (a) The plaster shall be dry, the magnesia

content shall be finely ground, and ingredients shall be uniformly mixed.

(6) When properly mixed with water, the plaster

shall be such that it can be laid on with a trowel or by hand.

(c) The plaster upon drying shall form a firm,

light, incombustible, porous heat insulating cover- ing for pipes and other surfaces. METHOD~OF INSPECTION, TESTS, ETC.

4. (a) From each delivery samples shall be taken

at random. The amount taken shall vary with the amount of the delivery. Sufficient shall be taken

to thoroughly represent the material presented for inspection. The samples taken shall be thoroughly

mixed, quartered, and at least 25 g forwarded to the Government laboratory for analysis.

(6) A sample of the material which has been

molded in a form and dried shall be subjected to furnace heat without baking hard, burning, or producing a flame.

(c) The weight of the material after molding

and drying shall not exceed 20 pounds per cubic

foot.

(d) Umpire method for the analysis of 85 per cent magnesia -products. —I. The preparation of the samples taken for analysis is important. From each lot at least 10 small fragments are taken.

II. With a sharp knife each fragment is trimmed

to a smooth surface, care being taken that no

fibers project from any surface.

III. The entire sample is thoroughly crushed and,

if necessary, is quartered down to a 25-g sample,

which is stored in a glass bottle provided with a

rubber stopper. IV. Hygroscopic moisture.—A 2-g portion of the sample is placed on a weighed watch glass and

dried at 100° C. to constant weight. The loss in weight is taken as hygroscopic moisture.

It is considered advisable to make a moisture

determination on a small sample and that the other determinations be made on the undried

material. A less desirable procedure is to dry the crushed sample and preserve it in a desiccator. V. Fiber.—A 5-g sample is taken for the chemical

analysis, 100 cc of water and 2 drops of methyl

orange are added, and N HC1 is slowly added with

stirring until a permanent pink color appears.

(This will require about 125 cc.) The asbestos

is collected by filtering through a weighed Gooch

crucible and is thoroughly washed with cold water. The crucible and its contents are dried at 110° C. and weighed. (The weight of the fiber so obtained

may be corrected by a blank determination on the

asbestos used in the product.)

It is well known that the fiber used in this product

loses weight on being washed with the distilled water and that a very considerable percentage of its original weight is lost by washing with hydrochloric acid. It is apparent, therefore, that deter- mination of fiber in 85 per cent magnesia should be investigated before a standard method of analysis can be prepared. VI. The combined filtrate and washings obtained

above are made up to 1 liter in a standardized

flask; 100 cc of this solution are employed for further

analyses. VII. Iron and alumina.—A 100-cc portion of the above solution is diluted to 200 cc; 10 cc of con- centrated hydrochloric acid are added and the

solution is brought to the boiling temperature.

Dilute NH4OH is slowly added to slight excess; the solution is boiled for a minute or two to coagulate the precipitate and to expel the excess of ammonia.

The precipitate, which consists of the hydroxides

of aluminum and iron, is filtered off, washed with

hot Avater, and, if desired, is ignited and weighed

as Fe2 3 -|-Al2 03. VIII. Lime.—The combined filtrate and washings obtained above are brought to the boiling

temperature and made slightly acid with HC1.

About 10 cc of a saturated solution of ammonium

oxalate are then added, and the solution is made

slightly alkaline with NH4OH. After boiling for

five minutes, the solution is allowed to cool, and

when thoroughly cold the bulk of the solution is decanted through a filter and the precipitate in the beaker is washed two or three times by decantation with cold water, using about 50 cc of water

each time. The precipitate on the filter is dis- solved in dilute HC1 and is returned to the beaker

in which the precipitation was made. Sufficient HC1 is added to redissolve the entire precipitate,

and the solution is brought to boiling, a few cubic centimeters of ammonium oxalate solution are

650
SULPHUR, MAGNESIA, SALT, AND GRAPHITE 572.

added and then dilute NH4 OH in slight excess. When cold, the precipitate of calcium oxalate is collected on a filter, washed with cold water,

ignited, and weighed as CaO. It is especially

important that the double precipitation of lime be

carried out in order that the occlusion of magnesia

with the lime shall be avoided. IX. Magnesia.—The combined filtrates, but not

the washings from the last lime precipitation, are

acidified with hydrochloric acid and evaporated on a hot plate to about 500 cc. A sufficient quantity

of a saturated solution of sodium ammonium

phosphate to precipitate all of the magnesia is added, and a considerable excess of ammonia.

The solution is thoroughly stirred until precipi- tation is complete and is allowed to stand at least 12 hours in the cold. The bulk of the liquid is then

decanted through the filter; the precipitate on the

filter is washed back into the beaker and dissolved

in the least possible amount of dilute hydrochloric

acid. A few drops of phosphate solution are added

and then ammonia in slight excess, with stirring, as before. After standing at least six hours, the

precipitate is filtered off and washed with dilute ammonia (1: 10). It is then dried, detached from

the paper, and the latter burned on a platinum wire above the crucible containing the bulk of the

precipitate and the ash added to the contents of the crucible. The covered crucible is first heated

gently and, when ammonia is no longer evolved, the heating is increased to a full blast until constant weight is obtained. The residue is magnesium

pyro-phosphate (Mg2 P207 ). The following formula

may be used to determine the weight of the basic magnesium carbonate:

Mg:P2O7 X0.8723=4MgCO3-Mg(OH)i-5HJ O

0.349

(In place of 0.8723, the fraction

Q j may be used.) In redissolving the precipitates of calcium oxalate and of magnesium ammonium phosphate, it is the

practice at the Mellon Institute to use dilute nitric acid. It is believed that these precipitates are less soluble in ammonium nitrate than in ammonium

chloride. If desired nitric acid may be used in place of hydrochloric acid all through the analysis. X. Loss on ignition.—About 2 g of the sample is placed in a weighed, covered crucible. This is heated slowly to redness and then at the full temperature of the blast for 15 minutes. After weighing, blast for 5 minutes more to insure constant

weight. The loss in weight includes water and

CO2 from the magnesium carbonate and loss due to heating the asbestos. The loss on ignition is a simple test which is believed to be of value as indicating the extent to which "calcination" has taken place during service. XL Carbon dioxide.—About 1 g of the sample is introduced into a weighed Schroedter alkalimeter. Dilute hydrochloric acid (1 : 1) is allowed to run

in on the sample, and when the main reaction is over the solution is boiled gently for two minutes.

When cold, air is drawn through to displace the carbon dioxide and the apparatus is weighed. The

loss in weight is CO2. This method is subject to

errors of precision of as much as 0.5 per cent. The determination of carbon dioxide will, in all probability, rarely be made. It is given here, however, "in order that methods for the complete

analysis may be recorded. PACKING AND MARKING

5. (a) The material shall be delivered in substantial

cloth or burlap sacks; net weight of each container

shall be about 60 pounds.

(b) Each container shall be marked with the name of the contents manufacturer's name and purchase

order number.

ADDITIONAL INFORMATION

6. The material is suitable for insulating surfaces, the temperatures of which do not exceed

600° F.j and is intended for use in connection with

magnesia molded pipe covering and blocks or where

it is not practicable to use the material delivered in forms or blocks. Federal Specifications Board, specification No.

212, United States Government master specifica- tion for magnesia molded pipe covering and blocks,

September 30, 1924. GRADE

1. But one grade of material shall be furnished

under these specifications.

MATERIAL

2. Magnesia insulating covering or lagging material shall contain not less than 85 per cent of pure hydrated magnesium carbonate (4MgC03 - Mg(OH)2

- 5H2 0) and not less than 10 per cent long fiber asbestos. GENERAL REQUIREMENTS

3. (a) The weight per cubic foot of the finished material shall not exceed 18 pounds.

(6) The mixture of the magnesia and the asbestos

shall be homogeneous throughout.

DETAIL REQUIREMENTS

4. (a) Standard thickness pipe covering for sizes from one-half inch up to and including 10 inches

shall be furnished in sections 3 feet long, split in

half lengthwise. Covering for sizes larger than 10

inches shall be furnished in segments.

(b) In double-standard thickness pipe covering the

inner layer shall be furnished in sections for pipe

sizes up to and including 10 inches, and in curved

blocks for larger sizes. The outer layer shall be

furnished in sections for pipe sizes up to and includ- ing 8 inches, and in curved blocks for larger sizes.

(c) The thicknesses shall not be less than those given

for the various sizes in the following table:

Nominal size of pipe (inches)

Standard

thickness

of cover- ing

Double

standard

thickness

Inches Inches m ¥* X

% m 1 m

1H- —m m % m

2 1H2 2Mb 2H im 2Mb

3 1H2 2Mb 3H 1%2 2Mb

4 V/t 2H 4H iM 2H

5 2H

6 m 2H

7 w 2H

8 m 2H

9 m 2H

10 M 2H

12 and above L. 3

1 Covering for 12-inch pipe may be furnished in sections or seg- ments.

651
572. STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

(d) A tolerance of one-fourth inch over the thick- ness given will be permitted.

(e) Sectional pipe covering shall have an attached canvas jacket weighing not less than 3.80 ounces

per linear yard, unless heavier canvas is required by

the purchase order. Segmental block covering

shall not be supplied with canvas.

(/) Unless solid brass bands, lacquered, are specifically required by the contract or order, steel bands, black japanned, may be furnished. All bands shall be at least three-fourths inch wide for covering for pipe sizes up to and including 5 inches and at least

1 inch wide for pipe sizes larger than 5 inches. The

thickness of the brass bands shall be not less than

0.01 inch and the thickness of the steel bands shall be not less than 0.007 inch. Bands shall be fur- nished at the rate of 5 for 2 sections.

(g) Rectangular flat blocks shall be 6 inches wide, 18 inches or 3 feet long, as required, and of thicknesses as required.

METHOD OF INSPECTION, TESTS, ETC.

5. (a) From each lot of 100 pieces or less pre- sented for inspection samples shall be selected for

test. The amount taken for chemical analysis shall vary with the size of the delivery. Sufficient shall be taken to thoroughly represent the material pre- sented for inspection. After crushing the samples

taken and thoroughly mixing, a sample not less than

25 g shall be secured by quartering and the analysis carried out by an approved method.

(b) From each lot submitted for inspection several lengths or blocks shall be selected, weighed, and

measured and the weight per cubic foot determined.

(c) Umpire method for the analysis of 85 per cent magnesia products.—Same as (d) Method of Inspection, Tests, etc., of F. S. B. No. 211 (given above).

PACKING AND MARKING

6. The material shall be packed in substantial boxes in a manner to insure against breakage in

transit. Each box shall be marked with the name

of the material, size, amount contained, name of contractor or manufacturer, purchase order number,

and the item number under which delivery is made.

ADDITIONAL INFORMATION

7. (a) Purchase orders for pipe covering shall specifiy standard or double thickness and the type

of brands required.

(6) If canvas jacket heavier than 3.80 ounces per

linear yard is required the weight of canvas desired

shall be stated in the proposal.

(c) This material is suitable for pipe covering

where the temperature does not exceed 500° F. Federal Specifications Board, specification No.

445, United States Government master specification

for cement, plastic magnesia (magnesia-oxychloride)

used as flooring, bases, wainscots, etc., October 28, 1926.

I. TYPE

Plastic magnesia cement is used largely for making the so-called resilient types of flooring. The

quality depends upon the proportion of the various aggregates and cement. Hence, as a floor of a cer- tain quality may be desired it is not essential that

the plastic magnesia cement should be made according to any required formula, but the manufacturer

is allowed to use any combination of ingredients that will give the specified physical properties.

LI. MATERIAL AND WORKMANSHIP

Plastic magnesia cement is a dry intimate mixture composed of calcined caustic magnesia, fibrous

materials, finely ground inert fillers, and colors

(if desired) which on gaging with a solution of magnesium chloride sets to a resilient product.

LU. GENERAL REQUIREMENTS

L If the chloride solution fails to meet the require- ments for concentration, no further tests shall be

made with it nor any tests made with the dry

mixture until the concentration has been corrected.

2. The principle of the tests being the determination of the quality of the finished product, the consistency used shall be that given by the vendor

furnishing the dry mixture and chloride as that which will be used on the work. Hence there shall be furnished by the contractor a statement as to the weight of chloride solution which will be used per

unit weight of the dry mixture on the work.

IV. DETAIL REQUIREMENTS

1. TENSILE STRENGTH The average tensile strength of not less than three

briquets, when made and stored according to the "Method of tests," shall not be less than

200 pounds per square inch at the end of 24 hours for the first coat. 300 pounds per square inch at the end of 7 days for the first coat. 250 pounds per square inch at the end of 24 hours for the finish coat. 350 pounds per square inch at the end of 7 days for the finish coat.

2. TRANSVERSE STRENGTH The average transverse strength of not less than

three bars Q/% by 2 by 12 inches) when made, stored,

and tested according to the "Method of tests,"

shall not be less than

400 pounds per square inch at the end of 24 hours for the first coat. 700 pounds per square inch at the end of 7 days for the first coat. 600 pounds per square inch at the end of 24 hours for the finish coat. 900 pounds per square inch at the end of 7 days for the finish coat.

3. EXPANSION The coefficient of expansion as determined on test

pieces, prepared and stored according to the

'

' Method of tests," shall lie within the following

limits: Between final set and 24 hours after final set: — 0.10 per cent, +0.15 per cent. Between final set and seven days after final set: —0.10 per cent, +0.18 per cent. Specimens which crack or warp or separate from

the scratch coat or concrete base shall be considered

as having given results beyond the above limits.

4. TIME OF SET A pat of the dry material when gaged with a

solution of the chloride, as described in the " Methods

of tests," shall develop on initial set in not less than

one hour and a final set in not more than eight hours when determined by the Gilmore needle.

5. FINENESS The residue on a standard 100-mesh sieve shall not exceed 30 per cent by weight for the finish coat.

6. SOUNDNESS A pat of the dry mixture when gaged with the

solution of chloride according to the "Method of

tests," shall not distort, crack, check, or disintegrate

in the steam test for soundness.

7. CHEMICAL LIMITS FOR MAGNESIUM CHLORIDE The solid chloride or the salts in the liquid chloride

shall meet the following requirements:

MgCh, 6H2O, not less than 97 per cent. CaO (as CaCl2), not more than 2 per cent. SO3 (as MgS04), not more than 2 per cent. NaCl+KCl, not more than 3 per cent. The concentration of the solution of chloride

shall not be less than 21° Baume\

652
SULPHUR, MAGNESIA, SALT, AND GRAPHITE 572.

V. METHOD OF INSPECTION AND TESTS

1. INSPECTION AND STORAGE Such facilities shall be furnished the purchaser for careful inspection and sampling at the mill, or at the site of the work, as may be called for in the

contract by the purchaser. The material shall be

stored in a suitable weather-tight building which

will protect it from dampness, in such manner as

to permit of ready inspection and sampling. Sampling must be done within 72 hours after delivery

of the materials to the site of the operation.

2. TIME FOR TESTING Tests shall be completed within 10 days after sampling.

3. SAMPLING

(a) Tests.—Tests may be made on individual

or composite samples as may be required by the

contract. Each test sample of the dry mixture shall weigh at least 15 pounds; each test sample of dry

chloride shall weigh at least 4 pounds, or if a solution

is used the test sample shall weigh 15 pounds.

(b) Individual samples.—If the dry mixture is delivered in bags, one test sample shall be taken

from each 50 bags; if in barrels, one from each

10 barrels. If the solid chloride is used, one test sample shall be taken from each 5 drums or 15

bags; if a solution is used, one test sample shall be taken from each 10 drums.

(c) Composite samples.—If the dry mixture is delivered in bags, one sample shall be taken from

each 10 bags and every five samples so taken combined to form one composite test sample. If in

barrels, one sample shall be taken from each 2

barrels and every five samples so taken combined

to form a composite test sample. If the solid chloride is used, one sample shall be taken from

each 5 drums or 15 bags and every three samples

so taken combined to form a composite test sample.

If a solution is used, one sample shall be taken from

each 4 drums and every three samples so taken

combined to form a composite test sample.

(d) If the shipment represents amounts

greater than 500 bags, or 150 barrels, of dry mixture,

and greater than 25 drums, or 75 bags, of chloride or 50 drums of solution, it should be divided into two groups. Each group should be sampled and

tested as a single shipment. Larger shipments

should be divided into groups in the same ratio.

(e) Samples shall be placed, shipped, and kept

during test in air-tight containers.

4. ANALYSIS OF COMMERCIAL MAGNESIUM CHLORIDE

(a) Preliminary procedure. Place about 10 g of the sample in a weighing bottle, stopper, and weigh

accurately. Transfer the sample to a short-stem

funnel placed in the neck of a 500 cc graduated

flask. Replace stopper in weighing bottle and

again weigh accurately to determine the weight of sample used. Dissolve the sample in distilled water (that has been well boiled to free it from

carbon dioxide,) allowing the solution to run into the flask; wash off funnel and stem and remove.

Dilute the solution in the flask to the mark with

water, stopper, and mix thoroughly.

(6) Total alkalinity (expressed as MgiOH)^.—

Titrate a 100 cc aliquot of the solution with 0.1 JV HCl solution (see Reagents), using methyl orange

as an indicator. Calculate the total alkalinity to percentage of magnesium hydroxide, Mg (OH) 2 . (1 cc 0.1 NHC1= 0.002916 g Mg(OH)2 .) (c) Calcium {expressed as CaCl2 ).—Transfer a 50

cc aliquot of the original solution to a beaker, add

about 50 cc of freshly boiled water, about 5 g of NH4 C1 and a few drops of NH4 OH. Heat the

solution to boiling, add slowly with stirring 20 cc

of a hot saturated solution of ammonium oxalate,

and continue the boiling for five minutes. Let

stand from one to two hours. Filter through a & cm filter paper, catching the filtrate in a 250 cc graduated flask, and wash the beaker and filter two times with boiliflg hot water. Set the filtrate aside, place the beaker under the funnel, dissolve the precipitate by pouring about 10 cc of hot HCl (1:4) through the filter, and wash the filter several times with hot water. Add 1 g of NH4 C1

to the solution in the beaker, render just alkaline with NH4OH, heat to boiling, and add 5 cc of a

hot saturated solution of ammonium oxalate. Boil about five minutes, let stand for two hours, and

filter through the original paper, catching the

filtrate in the flask used in the previous filtration. Wash the beaker and filter with boiling hot water

until 10 cc of the washings are not decolorized in two to three minutes after adding 0.5 cc of H2SO4,

heating to about 70° C, and adding two drops of

0.1 N KMnO"4 solution. Set the filtrate aside, place the beaker in which precipitation was made

under the funnel, pierce the apex of the filter paper

with a stirring rod and wash the precipitate into the beaker with a jet of hot water; pour 30 cc of warm

dilute H2SO4 (1:4) through the filter so that the

acid comes in contact with all of the paper, and

wash the funnel and filter thoroughly with hot

water. Dilute to about 250 cc with water, heat

to about 90° C, and titrate at once with 0.1 N

KMn04 solution (see Reagents) to a faint pink

color not disappearing in two to three minutes (the

temperature of the solution should not be below

60° C. when the end point is reached) . Calculate

the total calcium to percentage of CaCl2 (1 cc of N KMnO4 = 0.00555 g CaCl2 ). (d) Magnesium (expressed as MgCl2 -6H2 0).—

Dilute the combined filtrates (from the calcium

oxalate precipitations) to the mark with water,

stopper, and mix thoroughly. Transfer a 100 cc

aliquot of this solution to a beaker, acidify with

HCl, add 10 cc of a cold saturated solution of diammonium hydrogen phosphate ((NH4 ) 2 HP04),

boil for five minutes, cool, add NH4OH drop by

drop, with constant stirring, until the solution is alkaline and the crystallin ammonium magnesium

orthophosphate has formed. Then add 5 cc of NH4OH (sp. gr. 0.90), stir to mix, and let stand in a

cool place at least four hours, preferably overnight.

Filter on an 11 cm paper and wash four or five times with dilute NH4 OH (1 : 19). Dissolve the

precipitate in a small quantity of hot dilute HCl

(1 : 1), catching the solution in the beaker used for the previous precipitation, wash the paper with hot

water, and dilute the solution to about 100 cc with

water. Add 1 cc of a cold saturated solution of (NH4) 2 HP04 , and NH4 OH drop by drop, with constant stirring, until the precipitate is again formed

as described; then add 5 cc of NH4 OH (sp. gr. 0.90), stir to mix, and let stand in a cool place for not less than two hours. Filter on a weighed

Gooch crucible, wash with dilute NH4 OH (1 : 19), ignite gently at first, and finally to constant weight

over a Meker burner or blast or in a muffle at a

temperature (about 1,000° C.) that will not soften

or melt the pyrophosphate. Cool and weigh as Mg2 P20-7. Calculate the Mg2 P2 0-7 to percentage of MgCl2 -6H2 0. Then calculate the percentage of Mg(OH) 2 found above to MgCl2 -6H2 and the per- centage of MgSO-4, as determined below, to MgCl2

- 6H2 0. Subtract the sum of these two results from

the MgCl2

- 6H2 calculated from the Mg2 P2 7 and re- port the difference as the percentage of MgCl2 -6H2 in sample.

Mg2P2 7 X1.8261=MgCl2-6H2 Mg(OH)i X 3.4855=MgCl2 -6H2 MgSOi X1.6890=MgCh-6H2 O

653
572. STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

(e) Sulphate (expressed as MgSOi).—Transfer a

100 cc aliquot of the original solution to a beaker,

acidify with HC1 and add 1 cc more of this acid, dilute to 250 cc with water, heat to boiling, filter if necessary, add drop by drop from a pipette 10 cc of a hot 10 per cent solution of barium cnloride, and continue the boiling until the precipitate is well formed. Let stand on the steam bath for two hours, filter on

paper, and wash with hot water until 5 cc of the washings give no test for chloride with 10 per cent AgNC>3 solution. Place the paper and contents in a

crucible, heat so that the paper is slowly charred and consumed without flaming, ignite, cool, and

weigh the BaS04 . Calculate to percentage of MgS04 (BaS04 X 0.5157= MgS04). (/) Chlorine.—Transfer a 25 cc aliquot of the

solution prepared in the preliminary procedure to a 400 cc beaker, acidify with HN03 (see Reagents),

and then add 5 cc more of this acid. Dilute with water to about 150 cc and add from a burette or pipette an excess of 0.1 N AgNC>3 (see Reagents),

noting the volume added (1 g of pure MgCl2 -6H2 requires about 100 cc of 0.1 N AgN03); stir thor- oughly to coagulate the precipitate, heat until hot

to the touch, let settle, filter on a filter paper or on

a Biichner funnel, and wash with water until the washings give no test for AgN03 . To the combined

filtrate and washings from the AgCl, add 5 cc of

ferric alum indicator. (See Reagents.) Upon addition of the ferric indicator no color should develop;

if a reddish or yellowish color results, more of the HNO3 is required to destroy this. The amount of HNO3 when within reasonable limits does not affect the results. Now titrate the excess of silver with

0.1 JV NH4 CNS or KCNS (see Reagents), stirring

thoroughly until a permanent reddish-brown color

is obtained when viewed against a white background.

From the volume of 0.1 N AgN03 added, subtract the AgN03 equivalent of the sulphocyanate used

and calculate the result obtained to percentage of chlorine. The percentage of chlorine multiplied

by the factor 2.8673 should give a result not smaller than that reported for MgCl2

- 6H2 0. A lower result indicates that the sample contains compounds of magnesium other than the sulphate and chloride; a higher result indicates the presence of other

chlorides, such as calcium, sodium, or potassium.

(g) Sodium and potassium (expressed as iVa2 <S04 +

K2 <S04 ).—Transfer a 50 cc aliquot of the solution prepared in the preliminary procedure to a beaker,

add 50 cc of absolute ethyl alcohol (or sufficient 95 per cent alcohol to give a solution containing

50 per cent by volume of absolute alcohol), and

then add 50 cc of the alcoholic solution of ammonium

carbonate. (See Reagents). Stir for five minutes,

allow the mixture to stand at least 20 minutes,

filter on asbestos in a Gooch crucible and wash several times with the precipitant (total volume of washings should be about 50 to 60 cc) . Evaporate

the filtrate to dryness in a weighed platinum dish on

the steam bath, drive off the ammonium salts by

gentle heating, cool, add about 1 cc of water and 1 cc

of dilute H2 S04 (1:4); again evaporate to dryness,

heat gently at first and finally by means of a free flame to dull redness until fumes of sulphuric

anhydride cease to come off; let cool, add about 1 g

of solid ammonium carbonate, ignite as before,

cool, and weigh. Repeat the ignition with solid ammonium carbonate until a constant weight is obtained. From the weight found calculate the percentage of alkali sulphates (Na2 S04 + K2 S04 ). Reagents—(1) Tenth normal hydrochloric acid solution.—To pure concentrated HC1 (sp. gr. 1.19) add

distilled water until the specific gravity of the solu- tion is about 1.020. Transfer 100 cc of this solution to a graduated liter flask, dilute to the mark with water and mix thoroughly. Transfer 100 cc of this latter solution to a beaker, dilute with water to

300 cc, add a few drops of HN03 and then (gradually and with constant stirring to coagulate the precipitate) a 5 per cent solution of AgN03 , until no

further precipitation takes place. Heat the liquid

to boiling and set the whole aside (in a dark place) to cool. When completely settled filter off the AgCl

on asbestos in a Gooch crucible (previously weighed),

wash thoroughly with water containing a few drops

of HNO3 to the liter and then with a little pure

water. Dry first at 100° C. and then at 130° to 150°

C., cool, and weigh. From the weight of AgCl

found, calculate the normality of the solution. In- stead of the above procedure, the solution may be

standardized against standard NaOH or KOH

solution that has been standardized against Bureau

of Standards benzoic acid.

(2) Methyl orange solution.-—Dissolve 0.1 g of pure methyl orange in 100 cc of hot water, let cool, and filter off any deposited matter.

(3) Potassium permanganate solution.—Dissolve

3.2 g of pure potassium permanganate in a liter of

distilled water, let stand 8 to 14 days, siphon off the clear solution (or filter through an asbestos

filter), and standardize as follows: In a 400 cc beaker dissolve 0.40 to 0.50 g of Bureau of Standards' sodium oxalate in 250 cc of hot water (80° to 90° C.) and add 15 cc of dilute sulfuric acid (1:1). Titrate

at once with the potassium permanganate solution,

stirring the liquid vigorously and continuously.

The permanganate must not be added more rapidly

than 10 to 15 cc per minute, and the last 0.5 to

1 cc must be added dropwise with particular care

to allow each drop to be fully decolorized before the next is introduced. The solution should not be

below 60° C. by the time the end point is reached. (Too rapid cooling may be prevented by allowing the beaker to stand on a small asbestos-covered hot

plate during the titration. The use of a small thermometer as a stirring rod is most convenient.)

The weight of sodium^oxalate used multiplied by

0.8334 gives its iron equivalent. The permanganate

solution should be kept in a glass stoppered bottle painted black to keep out light. The Fe value of the KMn04 multiplied by 0.995 gives the CaCl2 value. The weight of sodium oxalate used multiplied

by 0.8283 gives its CaCl2 equivalent.

(4) Tenth normal silver nitrate solution.—Dissolve

17.1 g of pure AgN03 in distilled water, dilute to 1

liter, and mix. Standardize against pure NaCl and

adjust to decinormal strength, or calculate the normality and use the solution as it is. (5) Tenth normal sulphocyanate solution.—Dissolve about 8 g of NH4 CNS or 10 g of KCNS in water, dilute to 1 liter, and mix. To standardize,

transfer 20 cc of the 0.1 N AgN03 solution to a

beaker, add 50 cc of water and 2 cc of the ferric alum indicator. Then add the sulphocyanate solu- tion from a burette, with constant stirring, until a permanent reddish-brown color is obtained. Adjust

so that 1 cc of the solution will be equivalent to

1 cc of the AgNOs solution; or, record its value in terms of the AgN03 solution and use it as it is. (6) Pure nitric acid.—Dilute pure concentrated HNO3 (sp. gr. 1.42) with water until a solution is obtained containing about 50 per cent of HNO3,

boil until perfectly colorless, and keep in the dark.

(7) Ferric alum indicator.—To a cold, saturated

solution of ferric ammonium sulphate add sufficient pure, colorless HN03 to cause the disappearance of the brown color.

(8) Alcoholic solution of ammonium carbonate.—

Mix 18 cc NH4 OH (sp. gr. 0.90), 80 cc of water, and

90 cc of absolute ethyl alcohol (or sufficient 95 per

cent alcohol to give a solution containing 50 per

cent by volume of absolute alcohol). Shake the

solution with powdered ammonium carbonate until saturated, let stand several hours, and filter out the

excess of the latter.

654
SULPHUR, MAGNESIA, SALT, AND GRAPHITE 572.

5. DENSITY OF SOLUTION

(a) Apparatus.—A picnometer, Westphal balance

or hydrometer may be used. As in the great

majority of cases a hydrometer will be used, it should conform to the following specifications: Overall length, 8}'2 inches (variance of one-fourth inch

either way permissible) ; shot bulb, three-fourths inch in diameter; air chamber, 3%e inches long and

thirteen-sixteenths inch in diameter; take-up bulb

approximately thirteen-sixteenths inch in diameter.

8. FINENESS

(a) Apparatus.—A United States standard sieve

series No. 100 sieve shall be used. In this sieve the

wire cloth should conform to the following require- ments:

Sieve opening 0.149 mm or 0.0059 inch. Wire diameter 0.102 mm or 0.0040 inch. Tolerance in average opening, 6 per cent. Tolerance in maximum opening, 40 per cent.' Tolerance in wire diameter— 15 per cent to+35 per cent. The sieve frame should be circular, about 20 cm

(about 8 inches) in diameter and about 5 cm (about

2 inches) between top of the frame and the cloth.

(i>) Methods.—The test shall be made with 50 g

of the dry mixture. This shall be placed upon the

clean dry sieve pan and cover attached, and held

in one hand in a slightly inclined position, so that

the sample shall be well distributed over the sieve, and struck about one hundred and fifty times per minute against the palm of the other hand on the upstroke. The sieve shall be turned in the same direc- tion every 25 strokes about one-sixth of a revolution. The operation shall be continued until not more than

0.05 of a gram passes through in one minute of con- tinuous sieving. The fineness shall be determined

from the weight of the residue on the sieve, expressed

as a percentage of weight of the original sample.

Mechanical sieving devices may be used, but rejec- tion shall be based only upon the results of hand

sieving.

7. CONSISTENCY The principle of the tests being the determination

of the quality of the finished product, the consis- tency used shall be that given by the vendor fur- nishing the dry mixture and chloride as that which

will be used on the wT ork. Hence there shall be fur- nished by the contractor a statement as to the weight of chloride solution which will be used per

unit wreight of the dry mixtuie on the work. This

weight converted and expressed in cubic centimeters per thousand grams of dry mixture shall be used in the testing laboratory throughout all tests.

8. MIXING DRY MIXTURE AND CHLORIDE The quantity of dry mixture to be mixed with chloride at one time shall not exceed 2,000 g, nor be less than 300 g. The quantity of chloride solution shall be expressed in cubic centimeters. The dry material

shall be weighed, placed on a nonabsorbent surface, a crater formed in the center, and the chloride solu- tion added. The outer edge of the dry mixture

shall then be turned into the crater with a trowel. After an interval of one-half minute to allow for absorption, the operation shall be completed by a

continuous mixing and kneading with the hands for one minute. During the operation the hands shall be covered with rubber gloves. The air of the labo- ratory during this and all other tests shall be maintained as near as practicable at 21° C. (70° F.),

9. DETERMINATION OF SOUNDNESS

(a) Apparatus.—An apparatus similar to that shown in Figure 101, page 291, or one which will fulfill the same requirements, is recommended.

(6) Method.—A pat of the plastic magnesia ce- ment mixed as above shall be made on a clean glass

plate (about 4 inches square) and stored in moist air for 24 hours. The pat shall be about 3 inches in diameter, one-half inch thick at the center and tapering to a thin edge. In molding the pat the plastic

magnesia cement shall be first flattened on the glass

and the pat formed by drawing the trowel from the

outer edge to the center. At the end of 24 hours

storage it shall be placed in a loosely covered vessel

in an atmosphere of steam at a temperature of not

less than 98° C. for about five hours.

10. DETERMINATION OF THE TIME OF SET

(a) Apparatus.—The time of set shall be deter- mined by the GilmOie needles (see fig. 103, p. 292).

(6) Method.—The pat wiiich has been prepared

for the determination of soundness may be used,

provided its surface has been flattened for an area

of about V/i inches in diameter. The plastic magnesia cement shall be considered to have acquired

its initial set when the pat will bear without any

indentation the Gilmore needle one-twelfth inch in diameter, loaded to weigh one-fourth pound. Final

set has been acquired when the pat will bear without

any indentation the Gilmore needle one-twentyfourth inch in diameter loaded to weigh 1 pound.

Care should be taken to apply the needles in a vertical position on the flattened surface of the pat.

11. TENSILE STRENGTH

(a) Form of test piece.—The standard form of test piece is that used in testing Portland cement.

(b) Making the test piece.—Immediately after mixing, as described in Section V, 8 above, the

plastic magnesia cement shall be placed in the molds,

pressed in firmly with the thumbs and smoothed

off with the trowel without any ramming. The

mold shall then be turned over and placed upon a

heavy glass plate and more plastic magnesia cement

added, and the operation repeated as before.

(c) Storage of test pieces.-—During the first 24

hours the filled molds shall be tightly covered

with a glass plate. At the end of this period the specimen shall be removed and stored in the air until broken. During the air storage the specimens

shall be so placed that the air may have free access to them.

(d) Testing.—Tests may be made with any

standard briquette machine acceptable to the purchaser of the cement. The bearing surface of the clips of the machine and the briquettes should

be free from grains of sand or dirt. The briquettes should be carefully centered and the load applied

continuously at the rate of 600 pounds per minute.

The testing machines should be frequently cali- brated in order to determine their accuracy.

(e) Faulty briquettes.-—Briquettes that are manifestly faulty, or which give strengths differing more

than 15 per cent from the average of test pieces

made from the same sample and broken at the same time, shall not be considered in determining

the tensile strength.

12. TRANSVERSE STRENGTH

(a) Form of test piece.—Any mold which will permit of making a test piece Yi by 2 by 12 inches

is satisfactory. Such a mold is shown in Figure 240^

655
572. STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

(b) Making the test piece.—The plastic magnesia cement after mixing as described in Section V, 8 should be spread along the length of the mold

and worked by the trowel into the corners. Somewhat more than that needed to fill the molds should be used, and the excess struck off by not more than

three strokes of the trowel forward and three back- ward over the full length of the mold. Further

troweling should not be done, as excessive troweling

materially changes the surface of the test piece.

(c) Storage of test piece.—The test piece shall be

stored in the air of the laboratory for the 24 hours

following making and should be removed from the

After breaking the test pieces should be carefully

measured for thickness to the nearest 0.02 inch. The transverse strength (modulus of rupture)

shall be calculated from the formula

, ,„ 3 WL MR=2BDi

wherein

W=the breaking load, L=the length between supports =10 inches,

B =the width of the bar =2 inches,

£)=the thickness of the bar, measured to the

nearest 0.02 inch.

-r-z-

-e-o- •rlLTT XT XL XL —ilr—)!

Figure 240.Mold for transverse strength test pieces

mold at the end of this period and stored on edge

supported at two points only. Each test piece should be at least 1 inch from the neighboring test

pieces.

(d) Testing.—A suitable testing machine for this purpose is not yet produced by testing-machine manufacturers. Figure 241 shows a homemade

type which can readily be made in any shop and

will serve the purpose. Figure 242 shows a more

elaborate but far more satisfactory machine.

In testing, the test piece should be supported on

roller bearings 10 inches apart. The load shall be

applied midway between these bearings through a

knife-edge upon that surface which was lowermost

in the mold.

Hence for a length of 10 inches and a breadth

of 2 inches the transverse strength is equal to seven and one-half times the breaking load, divided

by the square of the thickness. The need of careful measurement of the thickness is hence evident.

13. COEFFICIENT OF EXPANSION

(a) Apparatus.—Any suitable device for measuring lengths of approximately 10 inches which may

be read to 0.001 inch can be used. A suitable type

of instrument is the Berry gage or a similar type

as shown in Figure 243.

(6) Test piece.—Plastic magnesia flooring during

hardening frequently shows apparently excessive changes in volume. However, it has been noted

656
SULPHUR, MAGNESIA, SALT, AND GRAPHITE 572.

that the same plastic magnesia cement used in covering old wooden floors or concrete does not show any cracking, buckling, or noticeable volume

changes. Hence the following procedure is given for preparing the test piece for coefficient of expansion: Bars approximately 1 by 2 by 12 inches should be made of 1 : 3 Portland cement sand mortar with

coat work the plastic magnesia cement should be

applied in a thickness of one-half inch. The sur- face should be smoothed with not more than three forward and three backward passes of the trowel,

after which gauge marks of the type suggested in Figure 243 should be placed approximately 10 inches

apart.

Figure 241.

A readily made type of transverse testing machine

a roughened top surface, such as may be obtained

by brushing before set with a broom. These to permit of easy handling should be reinforced lengthwise, midway between top and bottom, with about

three No. 16-gauge iron wires. After storage for two weeks in a damp atmosphere they should be

stored in the air for six weeks before use. Upon

(c) Making measurements.—The initial measure- ments with the gauge should be made at the time

of final set, as determined by the Gilmore needle on the expansion test piece. Several readings should be made on each bar and should check each

other to within one-half of the smallest division of the dial. The second measurement should be made

Figure 242.

Transverse testing machine

the rough surface of the bars after such aging should be placed the plastic magnesia cement,

using as a binding material a cream of magnesite

and chloride. The plastic magnesia cement should be prepared as given in Section V, 8 and should be applied in a thickness of about one-fourth inch

for each coat of two-coat work. The finish coat should be applied to the first coat 24 hours after the first has been applied. If intended for oneat the end of 24 hours and the third at the end of 7 days after the first reading. Before making any

measurements the length of the standard bar

furnished with the instrument should be determined.

The difference between the dial reading for the

plastic magnesia cement bar and that for the stand- ard bar represents the amount the former is longer

or shorter (depending upon whether the difference

is positive or negative) than 10 inches. 657
572. STANDARDS AND SPECIFICATIONS FOR NONMETALLIC MINERALS

spring$COISC) DialMicrometer with '/,o range

preferably graduatedto '/iiynio"

,. it 'sheet steel, ,? £ 'capsc^Jl ^edjo.nts. ^j*Jp

/thickness to briny £ofmicrometer on £ of strain gaqe.

fo'cap screw

jg tf^m^m A WB'located to suit

' ^ y, --^J. I _ Jf^ I ~,

fa did micrometer.

a tl

M« e Invar steel \Jrj

Intervals to be measured before' using. Jt _ surfacej>f_ (fLf1*? specimen

-10 appro*

dia.

IYo.5C(004£5in)

ttv/st-drill.

fiarden

I 1 Surface_qf_

aofr~\ specimen

•ft'^fta5C(004C5in)

fmst-arill.

Suggested Gauge Marks for Plastic Magnesia Cement Figure 243.

An instrument for measuring length change

VI. PACKING AND MARKING

10 approjr.

Gauge Marks for Steel andotherMetals

The dry mixture shall be delivered in suitable containers with brand or manufacturer's name

plainly marked thereon. The chloride, if in the

solid form, may be delivered in original containers.

If delivered in the liquid form it should be in such

containers as can be readily delivered without

spilling, and permit of sealing after sampling and

during the testing.

573. SALT

Federal Specifications Board, specification No.

364, United States Government master specifica- tion for condiments, December 24, 1925. SALT

Quality.—Shall be of the best quality, fine-grained,

crystalline, table salt. Shall contain on a waterfree basis not more than 1.4 per cent of calcium

sulphate (CaS04), nor more than 0.5 per cent of calcium and magnesium chloride (CaCl2 and MgCl2 ) nor more than 0.1 per cent of matter insoluble in water. Method of analysis.—Chemical analysis, if required by the purchaser in the examination and

testing of samples and deliveries under this specifi- cation, shall be made by the methods of the Association of Official Agricultural Chemists in effect on

date of proposal.

574. GRAPHITE AND MANUFACTURES THEREOF

The Plumbago Crucible Association, 1923. The association has adopted the following stand- ard sizes of plumbago crucible, which have been

approved by the American Engineering Standards

Committee, now the American Standards Association.

No.

100. 125.

150..

175.. 200.

225..

250_. 275_.

300_. 400..

Height Top Bilge Bottom

Approxi- mate ca- pacity in pounds

water 1

8Mb 6%6 4% 4.8 m 6% 5H6 5.6 m 6% 73/6 5H 6.4

9J4 6% m 5H 7.2 9% 7Mo 7% 5'M6 8.6 10Me 7% 8% 6% 10 10% 8^6 m 6H 12 UH m, me 6% 14 12 9 m 7% 16 12H 9% 10% 7

7/l6 18

133/16 9% 10% 7% 21 im 10H 11% 8% 24 14Me 10% 11% 8^6 28 15He 1154 12Mg 8% 32 15% 11% 12% 36 16^6 12% 13% W6 40 16% 12H 13 Vi 44 17% 13 14Me 10Me 50 18% 13% 14% 10% 60

19)4 14% 15Me 11% 70 20 15 16!4 11% 80 20% 15H 16% 12Me 90 21% 16 17Ms 12% 100 22 16Me 17% 13 110 22H 16% 18% 13% 120 24Mo 18Me 19% 14-/i6 160

1 1 pound water=0.96 pints, or 27.7 cubic inches. Dimensions given are outside demensions in inches. 575. CARBONS AND ELECTRODES

575.1 CARBON, POWDERED.

(No nationally recognized specifications available.) 575.2 CARBON ELECTRODES.

(No nationally recognized specifications available.)

658
590-599 OTHER NONMETALLIC MINERALS

591. FLUORSPAR AND CRYOLITE

(No nationally recognized specifications available.) 592. FELDSPAR

(No nationally recognized specifications available.) 593. SILICA

(No nationally recognized specifications available.) 599. MISCELLANEOUS NONMETALLIC

MINERALS

American Institute of Mining and Metallurgical

Engineers, recommended American practice for rock dusting coal mines, 1925. (Approved by the American Engineering Standards Committee, now the American Standards

Association.)

(This recommended practice includes sections related to definitions, mines to be rock dusted,

parts of mine to be dusted, sampling dust and

record of sampling, and the following requirements

for the dust to be used:)

KIND OF DUST TO BE USED

The kind of dust to be used shall be as specified

by United States Bureau of Mines, and subject to

the approval of the State mine inspection service.

It shall not contain more than 5 per cent of combustible matter, nor more than 25 per cent of quartz

or free silica particles, nor absorb moisture from

the air to such an extent as to cake and destroy

its effectiveness as a dry dust. It may be made

from limestone, dolomite, gypsum, anhydrite, shale,

tale, adobe, or other inert material which meets

the foregoing specifications. The lighter colored dusts are to be preferred. SIZE OF DUST TO EE USED

The dust to be used shall be pulverized so that

100 per cent will pass through a sieve having 20 meshes per linear inch, and 50 per cent or more will pass through a sieve having 200 meshes per linear inch (40,000 perforations per square inch).

AMOUNT OF DUST TO BE USED

In all places where rock dust is distributed, enough

shall be used so that the percentage of incombustible

material in the samples of dust collected in tha

places shall be maintained at least 55 per cent. Along room entries or gangways where methane gas

is found in the ventilating current, the amount of incombustible material above specified shall be

raised 10 per cent for each 1 per cent of gas. Where rock dust barriers are installed, the amount of dust used shall be at least 100 lbs. /ft.2 of average

cross section of entry, at the barrier zone.

659
TECHNICAL SOCIETIES, TRADE ASSOCIATIONS, AND OTHER ORGANIZATIONS ISSUING

STANDARDS AND SPECIFICATIONS DEALING WITH NONMETALLIC MINERALS

There are given below the names and addresses

of organizations the standards and specifications of which are reproduced herein either in full or in substance by means of abstracts and cross references. Under the procedure of many of these organizations

provision is made for periodical revision of standards on an annual, biannual or similar basis. Persons

interested in obtaining information concerning the

status or revisions of standards should communicate

with the organizations at the offices as listed below: Abrasive Paper and Cloth Manufacturers Exchange,

W. H. Chafe, chairman, Standardization Committee, care of American Glue Co., 121 Beverly

Street, Boston, Mass. American Association of State Highway Officials, W. C. Markham, secretary, National Press

Building, Washington, D. C. American Ceramic Society, Ross C. Purdy, secre- tary, 2525 North High Street, Columbus, Ohio. American Chemical Society, Charles L. Parsons,

secretary, Mills Building, Washington, D. C. American Concrete Institute, Harvey Whipple,

secretary, 2970 West Grand Boulevard, Detroit,

Mich.

American Concrete Pipe Association, M. W. Loving,

secretary, 33 West Grand Avenue, Chicago, 111. American Drug Manufacturers Association, Carson

P. Frailey, secretary, Albee Building, Washington, D. C. American Electric Railway Association, G. C. Hecker,

general secretary, 292 Madison Avenue, New York, N. Y. American Face Brick Association, G. S. Eaton, sec- retary, 130 North Wells Street, Chicago, 111. American Foundrymen's Association, R. E. Kennedy,

technical secretary, 222 West Adams Street, Chicago, 111. American Gas Association (Inc.) , Alexander Forward,

managing director, 420 Lexington Avenue, New

York, N. Y. American Institute of Mining and Metallurgical

Engineers, H. Foster Bain, secretary, 29 West

Thirty-ninth Street, New York, N. Y. American Marine Standards Committee, A. V.

Bouillon, secretary, Department of Commerce

Building, Washington, D. C. American Mining Congress, J. F. Callbreath,

secretary, Munsey Building, Washington, D. C. American Oil Burner Association (Inc.), Harry F. Tapp, executive secretary, 342 Madison Avenue,

New York, N. Y. American Petroleum Institute, C. A. Young,

director of division of standardization, 1508 Kirby

Building, Dallas, Tex. American Railway Association, Mechanical Division, V. R. Hawthorne, secretary, 431 South

Dearborn Street, Chicago, 111. American Railway Association, Signal Section, H. S. Balliet, secretary, 30 Vesey Street, New

York, N. Y. American Railway Association, Telegraph and

Telephone Section, W. A. Fairbanks, secretary, 30 Vesey Street, New York, N. Y. American Railway Engineering Association, E. H.

Fritch, secretary, 431 South Dearborn Street, Chicago, 111.

American Society of Civil Engineers, George T. Seabury, secretary, 33 West Thirty-ninth Street, New York, N. Y. American Society of Mechanical Engineers, Calvin

W. Rice, secretary, 29 West Thirty-ninth Street, New York, N. Y. American Society for Municipal Improvements,

C. W. S. Sammelman, secretary, 4359 Lindell Boulevard, St. Louis, Mo.

American Society for Testing Materials, C. L. Warwick, secretary-treasurer, 1315 Spruce Street, Philadelphia, Pa. American Standards Association (formerly American

Engineering Standards Committee), P. G. Agnew,

secretary, 29 West Thirty-ninth Street, New

York, N. Y. American Wood-Preservers' Association, H. L. Dawson, secretary, 228 North La SaUe Street, Chicago, 111. Asphalt Association, J. E. Pennybacker, secretary, 441 Lexington Avenue, New York, N. Y. Asphalt Shingle and Roofing Institute, J. S. Bryant, manager, 2 West Forty-fifth Street, New York,

N. Y.

Associated Factory Mutual Fire Insurance Companies, Inspection Department, H. O. Lacount,

consulting engineer, 184 High Street, Boston (9), Mass.

Associated Tile Manufacturers, M. A. Illing, secretary, 420 Lexington Avenue, New York, N. Y. Clay Products Institute of California, Seward C. Simons, secretary-manager, 611 Architects Building, Fifth and Figueroa Streets, Los Angeles,

Calif. Common Brick Manufacturers' Association of America, Ralph P. Stoddard, secretary, Guarantee

Title Building, Cleveland, Ohio. Concrete Reinforcing Steel Institute, M. A. Beeman,

secretary, Tribune Tower, Chicago, 111. Contracting Plasterers' International Association,

Edward McDonnell, secretary-treasurer, 605

Lincoln Building, Detroit, Mich.

Eastern Clay Products Association, Henry T.

Shelley, secretary, Colonial Building, Philadelphia

Pa. Federal Specifications Board, Major Robert W.

Voeth, vice chairman and technical secretary, National Bureau of Standards, Washington, D. C. Glass Container Association of America, W. L. Davis, secretary of the standardization committee, 19 West Forty-fourth Street, New York,

N. Y. Grinding Wheel Manufacturers Association of the United States and Canada, F. R. Henry, secretary, Summit Street and Negley Place, Dayton, Ohio. Gypsum Institute, W. J. Fitzgerald, secretary, 110 West Fortieth Street, New, York, N. Y. Independent Oil Men of America, Jay Trexler,

205 West Wacker Drive, Chicago, 111. Indiana Limestone Institute, H. S. Brightly,

secretary, Bedford, Ind. International Association of Industrial Accident

Boards and Commissions, Ethelbert Stewart,

•secretary, U. S. Bureau of Labor Statistics, Washington, D. C.

660
TECHNICAL SOCIETIES, TRADE ASSOCIATIONS, ETC.

Interstate Commerce Commission, Washington,

D. C.

Joint Committee on Standard Specifications for Concrete and Reinforced Concrete, Duff A. Abrams, secretary-treasurer, care of International Cement Corporation, 342 Madison Avenue,

New York, N. Y.

Joint Concrete Culvert Pipe Committee, M. W.

Loving, secretary, 33 West Grand Avenue,

Chicago, 111. Manufacturing Chemists' Association of the United

States (office of the secretary), 921 Woodward

Building, Fifteenth and H Streets NW., Washington, D. C. National Association of Marble Dealers, Victor Mosel, secretary, Rockefeller Building, Cleveland,

Ohio. National Association of Purchasing Agents (Inc.), G. A. Renard, secretary-treasurer, 11 Park

Place, New York, N. Y. National Board of Fire Underwriters, W. E. Mallalieu, general manager, 85 John Street, New York, N. Y.

National Building Granite Quarries Association

(Inc.), H. H. Sherman, secretary, 31 State Street, Boston, Mass.

National Fire Protection Association, Franklin H. Wentworth, managing director, 60 Batterymarch

Street, Boston, Mass.

National Jewelers Board of Trade, B. L. Shinn,

secretary, 22 West Forty-eighth Street, New

York, N. Y. National Lime Association, N. G. Hough, general manager, 927 Fifteenth Street, NW., Washington,

D. C. National Paving Brick Manufacturers Association, G. F. Schlesinger, managing director and chief engineer. National Press Building, Washington,

D. C.

National Sand and Gravel Association, Stanton

Walker, director, engineering and research division, Munsey Building, Washington, D. C. National Slag Association, H. J. Love, secretary,

937 Leader Building, Cleveland, Ohio. National Slate Association, W. S. Hays, secretary, Drexel Building, Philadelphia, Pa. National Terra Cotta Society, W. F. Lockhardt,

secretary, 230 Park Avenue, New York, N. Y. Natural Gasoline Association of America, Ray E.

Millei, secretary, Tulsa Building, Tulsa, Okla. New York Produce Exchange, W. C. Rossman,

secretary, 2 Broadway, New York, N. Y. Pennsylvania Slate Institute, R. S. Tibbals, secre- tary, Pen Argyl, Pa.

Plate Glass Manufacturers of America, P. A. Hughes,

secretary, First National Bank Building, Pitts- burgh, Pa. Plumbago Crucible Association, C. H. Rohrbach,

secretary, 90 West Street, New York. N. Y.

Portland Cement Association, W. M. Kinney, general manager, 33 West Grand Avenue, Chicago, 111. Simplex Concrete Pile Association (Inc.), W. M. B. Freeman, 38 Chauncey Street, Boston, Mass.

Society of Automotive Engineers (Inc.), C. F. Clarkson, secretary and general manager, 29 West Thirty-ninth Street, New York, N. Y.

Underwriters' Laboratories, Dana Pierce, president, 207 East Ohio Street, Chicago, 111. United States Department of Agriculture, Bureau

of Public Roads, Washington, D. C. United States Department of Commerce, Bureau

of Mines, Washington, D. C. United States Department of Commerce, National Bureau of Standards, commercial standards unit, Washington, D. C. United States Department of Commerce, National Bureau of Standards, division of simplified practice, Washington, D. C.

661

INDEX

A

Page A. P. I. gravity, definition of 33 Abrasion, broken stone and broken slag, method of test for 187 gravel, method of test for 219 rock, method of test for --- 182 Abrasive cloth, aluminum oxide, specification for 632 Abrasive products, coated, recommendation for 635 Abrasive paper, artificial, waterproof, specification for 633 Absorption, concrete, method of test for 286 sand, gravel, stone or other nonbituminous highway

materials, method of test for _ 216 stone and other coarse materials, method of test for.. 252 water, of slate, method of test for 194 Absorption test, brick. 574 drain tile 608 sewer pipe 466 Acid-resisting asphalt mastic, specification for 148 Acidity in gasoline, test for — 70 Aggregate, coarse, method of test for soundness of 244 Portland cement concrete pavement or base, specifica- tion for 243 specification for 242

concrete, method of test for unit weight of 212 cyclopean, specification for 243

definition of 183,213

fine, concrete, method of making compression and tension

tests of 242 method of test for determination of voids in 213 method of test for field determination of approximate

apparent specific gravity of 239

• method of test for field determination of approximate

percentage of voids in 239 method of test for field determination of surface moisture in 240 Portland cement concrete, specification for 235 Portland cement concrete pavement or base, specifi- cation for 241 method of test for percentage of shale in 243

tile work __ 594 Aggregates, coarse, method of test for apparent specific gravity

of 214

concrete, method of test for sieve analysis of 213 specification for. 236,237

extracted, method of mechanical analysis of 241

fine, method of decantation test for 240 Air-flow apparatus for permeability test of foundry sands 222 Air ports, glass for 485 Aluminum oxide abrasive cloth, specification for 632

Analysis, bituminous roofings..- 139 chemical, limestone, quicklime, and hydrated lime, method of.. 354 refractory materials, including chrome ores and chrome

brick 564

coal and coke, method of 8

glass, method for 484

grease 93 mechanical, broken stone or broken slag, except aggre- gates used in cement concrete, method of 250 extracted aggregates, method of 241 mixtures of sand or other fine material with broken

stone or broken slag, except aggregates used in cement concrete 214 sand or other fine highway material, except fine aggre- gates used in cement concrete, method of 234 sand, method for. 220 Annealing cup, porcelain 624 Annealing ovens, specification for clay fire brick for 688 Anthracite, method of test for size of 24 Apparatus, laboratory, specification for (laboratory porcelain ware) 623 Apparent porosity, test for 607 Apparent specific gravity, coarse aggregates, method of test for. 214

fine aggregate, approximate, method of test for field deter- mination of 239 sand, gravel, stone or other nonbituminous highway

materials, method of test for 216 sand, stone, and slag screenings and other fine nonbitumi- nous highway materials, method of test for 214 stone and other coarse materials, method of test for 252

test for 511 Application of Portland cement stucco on concrete block and

tile walls, specification for 300 Arch masonry, ashlar stone 480 block rubble 480 Arches, specification for 414 Architectural stone, concrete, specification for 319 Architectural terra cotta, specification for 620

Artificial abrasive paper, waterproof, specification for 633

Artificial bases, cement concrete, specification for 369

specification for _ 376

Page

Artificial sand-clay mixtures for road surfacing, specification

for _._ 408 Asbestos felt, asphalt-saturated, for use in constructing built-up

roofs, specification for 158 Asbestos nigh-pressure rod packing, specification for 644 Asbestos metallic cloth gaskets, specification for 643 Asbestos metallic cloth sheet packing, specification for 641 Asbestos millboard, specification for 639 Asbestos paper and millboard, recommendation for 640 Asbestos plaster, magnesia, specification for. _ 650 Asbestos prepared roofing, slate-surfaced, specification for 165 Asbestos sheet packing, compressed, specification for 642 Asbestos valve-stem packing, specification for 642 Asbestos wick and rope packings, specification for 644 Asbestos yarns, specification for tolerances and test method for. 640 Ash determination for coal and coke ll Ashlar masonry, specification for 473 Ashlar stone, specification for 212 Asphalt, bituminous carpet, specification for 147 mineral surfaced roofing, specification for 162 penetration limits 145 unsurfaced built-up roofing, specification for 163 waterproofing and damp proofing, specification for 163 Asphalt block pavements, specification for materials for cement

mortar bed for 368 Asphalt block wearing surface for bridge floors 413 Asphalt cement, specification for 146, 147 Asphalt cements, method of test for specific gravity of 125 Asphalt fibrous roof coating, specification for 168 Asphalt filler, brick pavement, specification for (blown type). 150

oil, specification for (type A) 146

specificat ion for (t ype B) 146 Asphalt for use in constructing built-up roof coverings, specifi- cation for _ 159 Asphalt for use in damp proofing and waterproofing below and above ground level, specification for 151 Asphalt for use in road and pavement construction, specifica- tion for 145 Asphalt macadam base, specification for 374 Asphalt macadam pavement, specification for 402 Asphalt macadam surface course, specification for 403 Asphalt mastic, acid-resisting, specification for 148 waterproofing, specification for 152 Asphalt pavement, sheet, specification for broken slag for binder course for 256

specification for broken stone for binder course for 252

specification for mineral filler for — 150 Asphalt paving, sheet, specification for 395 Asphalt paving blocks, specification for 395 Asphalt penetrometer... 102 Asphalt plastic cement, specification for 148 Asphalt prepared roofing, slate surfaced, specification for 165 Asphalt prepared roofing and shingles, slate surfaced, specifi- cation for ; 165 Asphalt primer for roofing and waterproofing, specification

for 164 Asphalt rag felt sheet roofing and shingles, specification for. . . 169 Asphalt roll roofing, smooth-surfaced, method of testing 156 surfaced with granular talc, specification for 154 surfaced with powdered talc, specification for 154 Asphalt roll roofing and shingles, heavyweight slate surfaced,

specification for. 154

slate surfaced, method of testing... 156

specification for 154 Asphalt saturated asbestos felt for use in constructing built-up

roofs, specification for, 158 Asphalt saturated rag felt, flashings, specification for 160 roofing and waterproofing, specification for 160 Asphalt saturated roofing felt for use in waterproofing and in constructing built-up roofs 156 Asphalt saturated woven cotton fabric for waterproofing,

specification for 167 Asphalt varnish, specification for 170 Asphaltic base 371 Asphaltic compounds, method of test for loss on heating of 119 Asphaltic concrete base, specification for. 374 Asphaltic concrete binder and surface courses, specification

for 407 Asphaltic concrete paving, fine aggregate, specification for 399 Asphaltic concrete surface course, coarse-graded aggregate

type, specification for 404 fine-graded aggregate type, specification for 405 Asphaltic oil for hot surface treatment 248 Asphalts, definition of 183 Asphalts sufficiently solid to be handled in fragments, method

of test for specific gravity of 125 Asphaltum, petroleum, specification for 149 Autogenous ignition temperatures, method of test for the determination of 42 Automobile brake lining, recommendation for 645

100925°—30 43 663
B

Page

Back filling, specification for 433

Ballast, burned clay, specification for 209 pit-ran gravel, specification for _ 209

stone, specification for 210 washed gravel, specification for 209 Barometric pressure, Sydney Young equation for correction

for 47 table of approximate corrections for 47 Base, asphalt macadam, specification for 374 asphaltic 371 asphaltic concrete, specification for 374 bituminous concrete, specification for broken slag for 255

specification for broken stone for _ 251, 252

specification for gravel for 218 bituminous macadam, specification for broken slag for 255

specification for broken stone for 251

gravel, specification for 377 macadam, specification for 370 natural, specification for. 378 Portland cement concrete, specification for. 368

specification for coarse aggregate for (stone, slag, or

gravel) 243

specification for fine aggregate for 241 tar-bound 372 Telford, specification for 370 water-bound, specification for broken slag for 254, 255

specification for broken stone for 250, 251 specification for shovel-ran or crusher-ran broken slag

for 254 Base course, reconstructed, specification for 369

specification for reconstruction of old macadam to serve as . 371 Bases, artificial, cement concrete, specification for _ 369

specification for 376 Baths, method of grading 545 Battery box, cement concrete, specification for 328 Battery jar, specification for 491, 494 Beaker sampling of petroleum products 62 Bearing piles, concrete, specification for .. 411 Bearing power of soils 365 Bearing test, sand, for pipe 338

three-edge, for pipe 338 Bedding course, specification for 377 Behavior in firing, method for.. 508 Berry gage for coefficient of expansion 652 Binder course, asphal tic concrete, specification for 407 sheet-asphalt, specification for 406 sheet asphalt pavement, specification for broken slag for. . 256

specification for broken stone for 252 Bitumen, insoluble in carbon tetrachloride, method of test for percentage of 145 insoluble in paraffin naphtha, method of test for percent- age of 144 method of test for the determination of 117

soluble, test for 140 soluble in carbon disulphide, method of test for percent- age of _ 143 soluble in carbon tetrachloride, method of test for the determination of proportion of 135 Bitumens, definition of 182 Bituminous built-up roofing, specification for installation of metal flashings with _ 141 specification for installation of plastic flashings with 141 specification for surfacing materials for 162 Bituminous carpets, specification for 174 specification for asphalt for 147 Bituminous carpets for bridge floors 414 Bituminous coal, crushed, method of test for cubic-foot weight

Of 26 method of test for sieve analysis of 26 Bituminous concrete, coarse-graded aggregate type, specifica- tion for broken slag for.. _ 254 fine-graded aggregate type, specification for broken slag for. 255 Bituminous concrete base, specification for broken slag for 255

specification for broken stone for 251 specification for gravel for 218 Bituminous concrete base or surface course, specification for broken slag for _ 255

specification for broken stone for 252 Bituminous concrete pavements, specification for mineral

filler for 150

specification for sand for 234 Bituminous concre te surface, specification for broken stone for. 251 Bituminous emulsions, method of testing 136 Bituminous grout for use in waterproofing below and above ground level, specification for 153 Bituminous macadam, specification for broken stone for 250 Bituminous macadam base, specification for broken slag for. _ 255 Bituminous macadam base or surface course, specification for broken slag for 255

specification for broken stone for 251 Bituminous macadam wearing course, specification for broken

slag for 254 Bituminous mastics, grouts, and like mixtures, method of

testing 133 Bituminous materials, definition of 182 method of float test for 127 method of sampling 128 method of test for coarse particles in, by means of elutria- tion 138

Page

Bituminous materials, method of test for ductility of 126 method of test for penetration of. " us

method of test for softening point of (ring-ball method) I" 121 method of test for specific gravity of 142 method of test for water in IZZIZZI 38 specification for

asphalt for bituminous carpets 147 bituminous carpets 174

fillers Z"ZZ" 149 waterproofing materials 151 suitable for road treatment, method of test for distillation

of- — 120 Bituminous mixtures, examination of. 141 method of sampling "~Z 142 Bituminous protective coatings, method of test for steam distil- lation of 137 Bituminous roofings, analysis of Z_ZZZZZZZ 139 Bituminous sand, specification for I 220 Black base, specification for I 374 Blackboard, composition, recommendation for TM 645 Blackboard slate, recommendation for 196 Blake bottles for tablets ~ 504 Block, concrete building, specification for I 317 durax-granite pavement, specification for 208 granite block pavement, specification for 208 gypsum partition, specification for 278 recut granite block pavement, specification for 208 Block pavements, granite, specification for block for 208 recut granite, specification for block for 208

specification for materials for cement mortar bed for 368

stone, specification for sand for cement grout filler for 235 stone or wood, specification for sand for cement mortar bed

for _ 235 Blocks, magnesia molded, specification for 651 paving, asphalt, specification for 395

specification for coal-tar oil for 181 segmental tile _ 455 Boats, porcelain. _ 524 Boiler service, marine, specification for clay fire brick for 590

stationary, specification for clay fire brick for 588 Borings sampling of petroleum products 65 Bottle caps, recommendation for 494 Bottle sampling of petroleum products 62 Bottles, milk and cream, recommendation for 494

tablet, standardized 504 Brake lining, automobile, recommendation for 645 Brick, building, concrete, specification for 321 specification for _. 583 common, for sewers. _ 454 common clay, specification for. 584 common sand lime, specification for 257 concrete, specification for 318

definition of 559

fire clay, malleable furnace and annealing oven, specifica- tion for 588 marine boiler service, specification for 590 method of test for resistance of, to thermal spalling action 573 method of test for softening point of 573

specification for 591 stationary boiler service, specification for 588 method of testing 574 paving, method of sampling 576

specification for 577 rough and smooth face and common, recommendation for. . 586 sand lime, recommendation for... 258 sand lime building, specification for 257 sewer, clay, specification for 581

silica, specification for quicklime and nydrated lime for the manufacture of 362

vitrified, for sewers 454

vitrified paving, specification for 585, 586 Brick chimneys with fire clay flue linings, specification for 422 Brick curb, integral, specification for 447 Brick house, specification and general schedule for

bricklaying 477 chimneys and fireplaces.. 422

ideal construction 419 mortar 310 Brick masonry, specification for 475 Brick masonry for sewers 462 Brick pavements, semimonolithic, specification for cement

grout filler for 342

specification for cement sand bed for 378

specification for asphalt filler for (blown type) 150

specification for materials for cement mortar bed for 368

specification for materials for cushion course of 367

specification for sand for cement grout filler for 235

specification for sand for cement mortar bed for 235 Brick sewers 462 Brick wearing surface for bridge floors 413 Bricklaying, specification for 477 Brickwork, specification for 475 Bridge floors, concrete, specification for 414

specification for wearing surfaces for 413 Bridge masonry, ashlar stone - 479 Block rubble __ — 480 Bridges, highway, specification for

arches 414

ashlar masonry 473

664
Bridges, highway, specifications for—Continued. Page

asphalt paving blocks 395 bituminous materials

asphalt for bituminous carpets 147 bituminous carpets 174

fillers 149 waterproofing materials 151 brick masonry 475 coarse aggregate 242 concrete bearing piles 411 concrete bridge floors 414 concrete cribbing 317 concrete masonry 301 concrete viaducts 471 control of materials 410 dry rubble masonry 473 excavation and fill 415 foundations and substructures 410 monolithic concrete culverts 441 mortar rubble masonry 474 Portland cement 287

railings and parapets 413 reinforced concrete slab and girder bridges 413 riprap — 208 rubble or cyclopean aggregate 243 water for use with cement 281 wearing surfaces for bridge floors 413 reinforced concrete slab and girder, specification for 413 Broken slag, binder course, sheet asphalt pavement, specifica- tion for 256 bituminous concrete, coarse-graded aggregate type, specification for 254 fine-graded aggregate type, specification for 255 bituminous concrete base, specification for 255 bituminous concrete base or surface course, specification

for 255 bituminous concrete surface 245 bituminous macadam base, specification for 255 bituminous macadam base or surface course, specification

for 255 bituminous macadam surface course 245 bituminous macadam wearing course, specification for 254 bituminous surface treatment, specification for 240 highway construction, specification for commercial sizes of. 207 method of mechanical analysis of, except aggregates used in cement concrete 250 method of mechanical analysis of mixtures of sand or other

fine material with, except aggregates used in cement

concrete 214 method of test for abrasion of 187 Portland cement concrete base course 245 Portland cement concrete surface course 245 shovel-run or crusher-run, for water-bound base, specifica- tion for __ 254 water-bound base. - 244 water-bound base and wearing course, specification for.. 254, 255 water-bound surface course.. 245 Broken stone, binder course, sheet asphalt pavement, specifica- tion for _-- 252 bituminous concrete base, specification for 244, 251 bituminous concrete base or surface course, specification

for 252 bituminous concrete surface, specification for 245, 251 bituminous macadam, specification for 250 bituminous macadam base or surface course, specification

for - - 251 bituminous macadam surface course 245 bituminous surface treatment, specification for 240 form of specification for certain commercial grades of 206 highway construction, specification for commercial sizes of. 207 method of mechanical analysis of, except aggregates used in cement concrete 250 method of mechanical analysis of mixtures of sand or other

fine material with, except aggregates used in cement concrete 214 method of test for abrasion of 187 Portland cement concrete base course 244 Portland cement concrete surface course 245 water-bound base, specification for 244, 250 water-bound base or wearing course, specification for 251 water-bound macadam surface course, specification for— 245, 250 Broken stone foundations for pavements 371 Broken stone roads, specification for 245 Building block and tile, concrete, specification for 317 Building brick, concrete, specification for 321 sand lime, specification for 257 specification for 583 Building construction and materials, specification for fire tests of 569 Building regulations for concrete staves 433 Building tile, hollow, recommendation for 619 Building units, concrete, recommendation for - 323 hollow concrete, standard for 321 Buildings for railway purposes, specification for

architectural terra cotta 620 brickwork 475 built-up roofing 427 clay hollow tile 614 clay roofing tile -. 619 concrete architectural stone 319 concrete roofing tile 320 excavation, filling, and back filling 433

exterior stucco work 298 general conditions 416

Buildings for railway purposes, specifications for—Contd. Page

glazing _._ 490 lathing and plastering 271 marble and tile work 192 plumbing 199,535 sewers and drainage 453

slate roofing _ 197 stone masonry and cut stone work 478 Built-up roofing, bituminous, specification for installation of metal flashings with... 141 specification for installation of plastic flashings with.— 141 specification for 427

specification for the construction of 164, 180 Built-up roofs, specification for coal-tar saturated roofing felt for use in constructing ___ 179 surfaced with slag or gravel, specification for high-carbon and high-bitumen coal-tar pitches for use in construct- ing.- 179 Burlap saturated with bituminous substances for use in waterproofing, specification for 154 Burned clay ballast, specification for 209 Burned clay fireproofing, partition and furring tile, hollow,

specification and test for 618 Burned clay floor tile, hollow, specification and test for 616 Burned clay load-bearing wall tile, hollow, specification and

test for 616 Burner, Dressel " D " or No. 3 88 Miller No. 2 sun hinge 86 Burning quality, kerosene oils, method of test for 85 long-time burning oil for railway use, method of test for..- 89 mineral seal oil, method of test for 87 C

Cafeteria chinaware, recommendation for 522 Calcined gypsum, specification for 263, 264 Calcined gypsum for use in the preparation of dental plasters, specification for 264 Calcium chloride for dust prevention, specification for 173 Calcium chloride method for determination of percentage of water in bituminous emulsions 144 Calorimetric determination for coal and coke 18 Capping, concrete, specification for 331 Caps, bottle, recommendation for 494 Capsules, combustion, porcelain 524 Carbon disulphide, method of test for percentage of bitumen

soluble in - - 143 Carbon residue of petroleum products (Conradson carbon

residue), method of test for.. 100 Carbon tetrachloride, method of test for percentage of bitumen

insoluble in 145 Carpets, bituminous, bridge floor 414

specification for 174

specification for asphalt for 147

Casseroles, porcelain__ 524 Cast stone, specification for 318 Catch-basin block, concrete, specification for 448

Ceilings, tiled 599 Cell space of lump coke, method of test for volume of 30 Cement, asphalt, specification for 146, 147 asphalt plastic, specification for 148 chemical analysis of - 288 consistency of 290 determination of fineness of 289 determination of soundness of — 291 Keene's, specification for 280 masonry, specification for —- 295 natural, specification for —- 295

plastic magnesia, specification for - 652 Portland, cement groutfiller. - -- 253 specification and test for 287

specification for water for use with 281

tar, high and low carbon, specification for - 178 specification for 174 tension tests of - 293

tile work 594 time of setting of -- 292 Cement concrete artificial bases, specification for 369 Cement concrete battery box, specification for 328 Cement concrete pipe 454 Cement concrete sewer pipe, specification for 464 Cement grout filler, brick and stone block pavements, specification for materials for 235,253 semimonolithic brick, pavements, specification for 342 Cement mortar bed, block pavements, specification for materials for -- 368

brick, stone block, or wood block pavements, specification

for sand for 235 Cement sand bed for semimonolithic brick pavements, specification for -- 378 Cements, asphalt, method of test for specific gravity of 125

tar, high and low carbon, for use cold in repair work (cut- back product), specification for 177 Centrifugal method for examination of bituminous mixtures.. 141 Centrifuge tubes : 40 Ceramic materials, method for sampling 507 Ceramic mosaic, unglazed, recommendation for 600 Ceramic whiting, specification for 645 Charcoal adsorption test method for testing natural gas for gasoline content 79 Chemical analysis, cement 288 chrome ores and chrome brick 564 foundry sands 227

665
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Chemical analysis, limestone, quicklime, and hydrated lime, method of 354 refractory materials, including chrome ores and chrome

brick, method of 5G4 Chimney, Keystone No. 24 88 Macbeth-Evans No. 514 pearl top 86 Chimneys, brick, with fire clay flue linings, specification for.- 422 lamp, glass, specification for 501 specification for __ 422 Chinaware, cafeteria and restaurant, recommendation for 522 dining car, recommendation for 522

hospital, recommendation for 522

hotel, recommendation for 522

vitrified, specification for 519 Chrome ores and chrome brick, method of ultimate chemical

analysis of 564 Chromometer.Saybolt 54

Classification, Indiana limestone 190 precious stones 649

soils 365

solid fuels 24 Clay, fire, specification for 513 Clay ballast, burned, specification for 209 Clay brick, common, specification for 584 Clay conduit, vitrified, specification for 515 Clay deposits, method for sampling 507 Clay fire brick, furnace and annealing oven, specification for,. 588 marine boiler service, specification for 590 stationary boiler service, specification for 588 Clay fireproofing, partition and furring tile, hollow, specifica- tion for 619 Clay floor tile, hollow, specification for _ 618 Clay hollow tile, specification for 614 Clay in gravel for highway construction, method of test for quantity of 218 Clay in sand-clay, topsoil, and semigravel for highway construction, method of test for quantity of 409 Clay load-bearing wall tile, hollow, specification for 619 Clay refractories, definition of 588 Clay roofing tile, specification for 619 Clay sewer brick, specification for 581 Clay sewer pipe, specification for 517 Cleveland open cup 90 Cloth, abrasive, aluminum oxide, specification for 632 emery, specification for 633 Cloud point of petroleum products, method of test for 40 Coal, calorimetric determination for 18 crushed bituminous, method of test for cubic-foot weight of. 26 method of test for sieve analysis of 26 definition of terms relating to 6 Kjeldahl-Gunning method for determination of nitrogen

in... 17 method of laboratory sampling and analysis of 8 method of sampling 4 powdered, method of test for fineness of 6 Coal-ash fusion furnace 14 Coal mines, rock dusting in 659 Coal-tar oil for flooring and paving blocks, specification for.. .. 181 Coal-tar pitch, roofing, specification for 179 stone-block filler, specification for 177 waterproofing and damp proofing, specification for 179 Coal-tar pitches, high-bitumen, for use in damp proofing and and waterproofing below and above ground level, specifica- tion for 178 high-carbon, for use in damp proofing and waterproofing below and above ground level, specification for 178 high-carbon and high-bitumen, for use in constructing

built-up roofs surfaced with slag or gravel, specification

for.. 179 Coal-tar saturated rag felt for roofing and waterproofing, speci- fication for 160 Coal-tar saturated roofing felt for use in waterproofing and in constructing built-up roofs, specification for 179 Coals, gas and coking, specification for 25 Coarse aggregate, method of test for apparent specific gravity

of - - 214 method of test for soundness of 244 Portland cement concrete pavement or base, specification

for___ - 243

specification for__ _ 242 Coarse particles in bituminous materials by means of elutriation, method of test for 138 Coated abrasive products, recommendation for 635 Coatings, bituminous protective, method of test for steam dis- tillation of . 137

test for discoloration of 140 Code for testing natural gas for gasoline content 74 Coke, calorimetric determination for IS definition of terms relating to 6 foundry, specification for 27 Kjeldahl-Gunning method for determination of nitrogen

in ~-l - 17 lump, method of test for volume of cell space of 30 method of laborator y sampling and analysis of 8 method of shatter test for 29 method of test for cubic-foot weight of 28 method of test for sieve analysis of 28 method of tumbler test for 29 Coking coals, specification for 25 Color, lubricating oils, by means of union colorimeter, method

of test for 96

Page

Color, petrolatum, by means of union colorimeter, method of

test for H4

refined petroleum oil, by means of Saybolt chromometer, method of test for 54 Color standards of union colorimeter 97 Colorimeter, union 96 Combustion capsules, porcelain. 524 Commercial grades of broken stone, form of specification for.. 206 Commercial sizes, broken stone and broken slag for highway

construction, specification for 207

gravel __ 219 sand 235 sand and gravel for highway construction, specification for. 215 Common brick, clay, specification for 584 recommendation for 586 sand lime, specification for 257 sewer 454 Communication underground conduit construction, specifica- tion for 483 Complete sand analysis, method for 220 Composition blackboard, recommendation for 645 Compounded cutting oil, requirements for 114 Compressed asbestos sheet packing, specification for 642 Compression strength test for foundry sands 226 Compression and cooling test method for testing natural gas

for gasoline content. 75 Compression test, brick 574

concrete, method of making 284

fine aggregate for concrete, method of making 242 Compressive strength of Portland cement mortars, specifica- tion and test for 294 Concrete, bituminous, coarse-graded aggregate type, specifica- tion for broken slag for 254 fine-graded aggregate type, specification for broken

slag for 255 hardened, method of securing specimens of, from the

structure 285 method of making compression and tension tests of fine aggregate for 242 method of making compression tests of 284 method of test for—

absorption of 286 determination of voids in fine aggregate for 213 organic impurities in sands for 213

sieve analysis of aggregates for 213 unit weight of aggregate for 212 water to be used in 287

plain and reinforced, specification for (water-cement ratio method) 344 Portland cement, method of test for consistency of 286 plain and reinforced, specification for 303

specification for fine aggregate for 235

specification for gravel for 217

reinforced, in structures, specification for 310 sewer _ 459

tile work 595 Concrete aggregates, specification for 236, 237 Concrete and reinforced concrete, specification for 317 Concrete architectural stone, specification for 319 Concrete base, asphaltic, specification for 374 bituminous, specification for broken slag for 255

specification for broken stone for 251

specification for gravel for_. 218 Portland cement, specification for 368 Concrete base or surface course, bituminous, specification for broken slag for 255

specification for broken stone for 252 Concrete bearing piles, specification for 411 Concrete block and tile walls, specification for application of Portland cement stucco on 300 Concrete brick, specification for 318 Concrete bridge floors, specification for 414 Concrete building brick, specification for 321 Concrete building units, hollow, standard for 321 recommendation for 323 Concrete construction, method of proportioning natural sand and gravel for —. 216 Concrete cribbing, specification for 317 Concrete culvert pipe, reinforced, specification for 336 Concrete culverts, monolithic, specification for 441 Concrete curb, integral, specification for 448 Concrete curb and concrete curb and gutter, specification for. 441 Concrete curb and header, specification for 448 Concrete drain tile, specification for 606 Concrete fence posts, specification for 336 Concrete floors, specification for 423 Concrete fuel oil storage tanks, specification for design and

construction of 468 Concrete masonry, specification for 301 Concrete pavement or base, Portland cement, specification for coarse aggregate for (stone, slag, or gravel) 243

specification for fine aggregate for 241 Concrete pavements, bituminous, specification for mineral

filler for 150

specification for sand for 234 one-course Portland cement, for highways, specification

for 379 Portland cement, specification for 389 two-course Portland cement, for highways, specification

for. 384 Concrete paving, fine aggregate asphaltic, specification for 399

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Concrete piles, premolded, specification for constructing 411 simplex, specification for 413 Concrete pipe, reinforced ... _. 455 Concrete poles, reinforced, specification for.. 327, 332 Concrete roofing tile, specification for 320 Concrete sewer, manhole, and catch-basin block, specification

for 448 Concrete sewers, built in place 460 monolithic, specification for 451 Concrete sidewalks, Portland cement, specification for 323, 343 specification for _ 324 Concrete specimens, method of making and storing in the field 282 Concrete staves, specification and building regulations for 433 Concrete street pavement, 1-course Portland cement, specification for _ 386 two-course Portland cement, specification for 388 Concrete surface, bituminous, specification for broken stone

for.. - 251 Concrete surface course, asphaltic, coarse-graded aggregate

type, specification for 404

fine-graded aggregate type, specification for 405 Concrete swimming-pool construction, specification for 471 Concrete trunking, capping, and supports, specification for 331 Concrete viaducts, specification for 471 Concrete wearing surface for bridge floors 413 Condiments, specification for (salt) 658 Conduit, vitrified clay, specification for 515 Conduit construction, communication underground, speci- fication for 483

electrical, specification and form of contract for 481 Conradson carbon residue test (method of test for carbon

residue of petroleum products) 100 Consistency, cement. 290 Portland cement concrete, method of test for 286 Construction, built-up roofing, specification for 164, 180 concrete, method of proportioning natural sand and gravel

for... 216 concrete fuel-oil storage tanks, specification for 468 concrete swimming pools, specification for.. 471 highway, method of test for quantity of clay and silt in gravel for _ 218

specification for commercial sizes of sand and gravel

for 215

specification for refined tar for 177 Containers, glass, for preserves, jellies, and apple butter, rec- ommendation for. _ 496 Containers for storing and handling flammable liquids, regulations for the installation of (design and construction of concrete fuel oil storage tanks) 467 Continuous sampling of petroleum products 64 Contract form for electrical conduit construction 481 Corrosion test for lubricants and liquid fuels 70 Corrosive sulphur compounds in gasoline, method of test for detection of 71 Cotton, fabric, woven, asphalt-saturated, for waterproofing

specification for 167 Cotton fabrics, woven, saturated with bituminous substances

for use in waterproofing, specification for 153 Crank-case lubricati ng-oil viscosity numbers 108 Crank-pin grease, requirement for. 109 Crank-shaft grinding wheels 623 Cream bottles, recommendation for 494 Creosote oil for priming coat with coal-tar pitch in damp proof- ing and waterproofing below and above ground level, speci- fication for 178 Cribbing, concrete, specification for 317 Crucibles, Gooch 525 plumbago, sizes of 658 Crucibles and crucible covers, porcelain 624 Crude petroleum, definition of 32 method of test for distillation of 35

rules regulating the petroleum trade for 37 Crude shale oil, definition of 32 Crushed bituminous coal, method of test for cubic-foot weight

of 26 method of test for sieve analysis of 26 Crushed stone for roofing, requirement for 162 Crusher-run broken slag for water-bound base, specification

for 254 Crushing strengths of sewer pipe to carry loads from ditch

filling, specification for 440 Crushing test of sewer pipe.. 465 Cube in water method of test for softening point of tar products 123 Cubic-foot weight, coke, method of test for 28 crushed bituminous coal, method of test for .... 26 Culvert masonry 481 Culvert pipe, reinforced concrete, specification for 336 Culverts, monolithic concrete, specification for 441 Cups, sponge and pin, specification for 506 Curb, concrete, specification for 441,448

integral brick, specification for. 447

integral concrete, specification for 448

stone, specification for 448 Curb and gutter, concrete, specification for 441 Curbs, specification for 443,446 Cushion course of brick, stone block, or wood block pavement,

specification formaterialsfor 367 Cut stone work, specification for. 478 Cutting oils, specification for 114 Cyclopean aggregate, specification for 243

D

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Damp proofing, specification for asphalt for 163

specification for coal-tar pitch for 179 Damp proofing below and above ground level, specification

for asphalt for use in 151 specification for creosote oil for priming coat with coal-tar pitch in 178

specification for high-bitumen coal-tar pitches for use in 178

specification for high-carbon coal-tar pitches for use in 178 specification for primer for use with asphalt in 152 Decantation test for sand and other fine aggregates, method of 240 Definition, aggregate 183,213 asphalts 183 bitumens 182 bituminous materials 182 brick.. _ 559 clay refractories 588 methods of sampling petroleum products 60 nonbituminous materials for road and pavement making. 183 penetration _ 183 petroleum __ 183 pitches 183 rubble.. 183 sand. 213 screen 1 sieve l slag 184

slate 196 tars. 174,183 terms relating to

coal and coke 6 hollow tile 593 lime 348 materials for roads and pavements 182 petroleum 32

refractories 576 sewer pipe 439 the gypsum industry 258

viscosity 183 Demulsibility tests 68 Dental plasters, specification for calcined gypsum for use in the

preparation of 264 Derricks, standard 327 Description of pearls and imitation pearls 649 Design of concrete fuel oil storage tanks, specification for 468 Design of proper foundation for tracks in paved streets 367 Detection of free sulphur and corrosive sulphur compounds in

gasoline, method of test for 71 Determination, approximate apparent specific gravity of fine aggregate, method of test for 239 approximate percentage of voids in fine aggregate, method

of test for 239 autogenous ignition temperatures, method of test for 42 bitumen, method of test for 117

fineness of mineral filler, method for 253 moisture equivalent of subgrade soils in the field, method

of test for 366 percentage of water in bituminous emulsions, calcium

chloride method for 144 proportion of bitumen soluble in carbon tetrachloride, method of test for 135 surface moisture in fine aggregate, method of test for 240 voids in fine aggregate for concrete, method of test for 213 Determining insulating qualities of slate, method of test for... 204 Determining quality of glacial gravels by lithological count of

particles, method of 220 Dining-car chinaware, recommendation for 522 Dipper sampling of petroleum products 64 Discoloration of coatings 140 Dishes, porcelain 525 Displacement methods for specific gravity of bituminous

materials 143

Distillation, bituminous materials suitable for road treatment, method of test for 120 crude petroleum, method of test for 35

gasoline, naphtha, kerosene, and similar petroleum products, method of test for 44 natural gas gasoline, method of test for 72

Distilling flask, Saybolt — , 55 Doctor test for lubricants and liquid fuels 70 Domestic fuel oils 83 Drain tile, concrete, specification for 606

specification for 608 Drainage, specification for 453 Dressel " D " burner 88 Dry masonry 481 Dry rubble masonry, specification for 473 Drying shrinkage, method for 508 Duct, tile, specification for 482 Ductility of bituminous materials, method of test for 126 Durax granite pavements, specification for block for 208 Dust prevention, specification for calcium chloride for 173 Dye adsorption qualities of molding sand 231 E

Elasticity, modulus of, of slate, determination of 195

Electrical conduit construction, specification and form of contract for 481

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Electrical insulating oils, method of testing 115 Elimination of water, specification for 441 Elutriation method of test for coarse particles in bituminous

materials ... 138 Emery cloth, specification for.. 633 Emley plasticimeter 353 Emulsion test... 67 Emulsion test for soluble cutting oils 70 Emulsions, bituminous, method of testing 136 Engine distillate, definition of 32 Engler flask 44 Eschka method for determination of sulphur in coal and coke.. 12 Ether, petroleum, specification for 38 Examination of bituminous mixtures 141 Excavation, sewer , 457

specification for 433 Excavation and fill, specification for 415 Expansion joints, premolded, specification for 150 Expressible oil and moisture in paraffin waxes, method of test

for 111 Exterior stucco work, specification for 298 Extracted aggregates, method of mechanical analysis of 241 F

Fabrics, felted and woven, saturated with bituminous substances, for use in waterproofing and roofing, method of testing 130 woven cotton, saturated with bituminous substances, for use in waterproofing, specification for 153, 167 Face brick, rough and smooth, recommendation for 586 Feeder insulators 526

Felt, asphalt-saturated asbestos, for use in constructing built- up roofs, specification for 158 asphalt-saturated rag, flashings, specification for 160 roofing and waterproofing, specification for 160 asphalt-saturated roofing, for use in waterproofing and in constructing built-up roofs, specification for 156

coal-tar saturated rag, for roofing and waterproofing,

specification for 160

coal-tar saturated roofing, for use in waterproofing and in constructing built-up roofs, specification for 179 Felted fabrics saturated with bituminous substances for use in waterproofing and roofing, method of testing 130 Fence posts, concrete, specification for 336 Fibrous roof coating, asphalt, specification for 168 Field determination, approximate apparent specific gravity of

fine aggregate, method of test for 239 approximate percentage of voids in fine aggregate, method

of test for 239

surface moisture in fine aggregate, method of test for 240 Figured sheet glass 488

Fill, specification for 415

Filler, asphalt, brick pavement, specification for (blown type) . 150

specification for (type B) 146 cement grout, brick and stone-block pavement, specifica- tion for materials for 253

specification for sand for 235 semimonolithic brick pavement, specification for 342 mineral, method for determination of fineness of. 253 sheet asphalt and bituminous concrete pavement,

specification for 150 specification for___ 253

oil asphalt, specification for (type A) 146 sand, specification for 235 stone-block, specification for coal-tar pitch for 177

Filler button, procelain, specification for 528

Fillers, premolded joint, method of sampling and testing 253

specification for u 149

Filling, specification for 433 Fine aggregate, concrete, method of making compression and

tension tests of 242 method of test for determination of voids in 213 method of decantation test for 240 method of test for field determination of approximate

apparent specific gravity of 239 method of test for field determination of approximate per- centage of voids in 239 method of test for field determination of surface moisture in 240 Portland cement concrete, specification for 235 Portland cement concrete pavement or base, specification

for 241 Fine aggregate asphaltic concrete paving, specification for 399 Fineness, cement, determination of... 289 mineral filler, method for determination of 253 powdered coal, method of test for 6 Fineness test for foundry sands 226 Finish coat Portland cement stucco, specification for 297 Fire clay, specification for 513 Fire clay brick, furnace and annealing oven, specification for. . 588 marine boiler service, specification for 590 method of test for resistance of, to thermal spalling action.. 573 method of test for softening pointof 573

specification for 591 stationary boiler service, specification for 588 Fire clay flue linings, specification for brick chimneys with... 422 Fire clay refractories, marine service, specification for 586

plastic, specification for 592

Page

Fire point by means of open cup, method of test for 90

Fire tests of building construction and materials, specification

for 569

Fireplaces, specification for 422 Fireproofing tile, hollow burned clay, specification and test for. 618 hollow clay, specifications for 619 Firing, method for behavior in 508 Fixed carbon, determination of, for coal and coke 12 Fixed lights, glass for 485

Fixtures, plumbing, specification for—porcelain ware 535 vitreous ware 535

staple porcelain (all-clay).. 535 vitreous china, recommendation for 546 Flammable liquids, containers for storing and handling, regulations for the installation of (design and construction of concrete fuel-oil storage tanks) 467

volatile, method of test for flash point of 43 Flash point by means of open cup, method of test for 90 Flash point by means of the Pensky-Martens closed tester, method of test for 49 Flash point of volatile flammable liquids, method of test for.. 43 Flashings, metal, specification for installation of, with bitu- minous built-up roofing 141

plastic, specification for installation of, with bituminous

built-up roofing _ . 141 specification for asphalt saturated rag felt for 160 Flat glass for glazing purposes, specification for 485 Flexure test of brick 574 Flexure testing of slate, method of (determination of modulus of rupture and modulus of elasticity) 195

Flint paper, specification for 631 Float test for bituminous materials, method of 127 Flock test, kerosene 67 mineral seal oil 67 Floor lights, recommendation for 490

Floor tile, hollow burned clay, specification and test for 616 hollow clay, specification for 618 Flooring, specification for coal-tar oil for 181 Floors, bridge, concrete, specification for 414

specification for wearing surfaces for 413

concrete, specification for 423

slate, specification for 425

tiled 596 Flue linings, fire clay, specification for brick chimneys with.. 422 Form of contract for electrical conduit construction 481 Form of specification for certain commercial grades of broken

stone 206

Forty-five-degrees-below-zero-Fahrenheit lubricating oil, speci- fication for 106 Foundation for tracks in paved streets, design of 367 Foundations, bridge, specification for 410

• pavement, specification for 371 Foundry, coke, specification for. _ 27 Foundry refractories, malleable, recommendation for 593 Foundry sands, method of testing and grading 221 Free moisture content for sand, gravel, stone, or other non- bituminous highway materials, method of test for 216 Free sulphur in gasoline, method of test for detection of 71 Freezing and thawing tests of drain tile 608 Fuel oil, definition of 32 domestic and industrial 83 method of test for thermal value of 58

specification for 83

Fuel-oil storage tanks, concrete, specification for design and

construction of 468. Fuels, liquid, specification for—

fuel oils 83

gasoline 72 illuminating oils 87 methods of test 66 motor, method of test for sulphur in (lamp method) 48

solid, classification of 24

test code for 20 Funnels, Biichner, porcelain 525 Furnace, coal-ash fusion 14 Furnaces, malleable, specification for clay fire brick for 588 Furnishing of terra cotta, specification for 621 Furring tile, hollow burned clay, specification and test for 618 hollow clay, specification for 619

Fusibility of ash, determination of, for coal and coke 14 G

Garnet paper, specification for _. 632 waterproof, specification for _ 634 Gas, natural, code for testing, for gasoline content 74 Gas coals, specification for 25 Gas oil, definition of. 32 method of testing 54 Gaskets, asbestos metallic cloth, specification for 643

Gasoline, definition of 32 method of test for detection of free sulphur and corrosive sulphur compounds in 71 method of test for distillation of._ 44 motor, specification for 73

natural, specification and test method for 82 natural gas, method of test for distillation of 72

rules regulating the petroleum trade for 82

specification for 72

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Gasoline content, code for testing natural gas for 74 General conditions for railway buildings 416 General schedule for a brick house—bricklaying 477 chimneys and fireplaces 422

ideal construction 419 mortar 310 Gillmore needles. 292 Glacial gravels, method of determining quality of, by litho- logical count of particles. ... 220

Glass, airport and fixed light 485

flat, for glazing purposes, specification for 485 method of analysis of — 484

plate, recommended practice for 489 polished plate, specification for 489 Glass color standards of union colorimeter 97 Glass containers for preserves, jellies, and apple butter, recom- mendation for 496 Glass for use in plumbing, requirement for 194 Glass lantern globes and lamp chimneys, specification for 501 Glass slides, specification for 502 Glass tableware, specification for 496

Glasses, water gauge and lubricator, specification for 505 Glassware for ship equipment, kinds and sizes of 497 Glazing, specification for 490 Globes, hand lantern, specification for 498

lantern, glass, specification for... 501 Gooch crucibles 525 Grab sampling of petroleum products 66 Grades of broken stone, form of specification for 206 Grading, specification for 366 Grading method for foundry sands 221 Granite, specification for 187 Granite block pavements, recut, specification for block for 208 Granite pavements, durax, specification for block for 208 Granular specifications for slates 199 Granular sur facing materials, test for 186 Granular talc, specification for asphalt roll-roofing surfaced with 154 Graphite lubricat ing grease, requirement for 109 Gravel, bituminous concrete base, specification for 218 bituminous surface treatment, specification for 240 commercial sizes of 219 gravel roads, specification for 218 highway construction, method of test for quantity of clay and silt in — 218

specification for commercial sizes of 215 method of sampling 184 method of test for abrasion of 219 method of test for apparent specific gravity and absorption

or free moisture content for 216 method of test for quantity of soft pebbles in 220 method of test for toughness of 220

natural, for concrete construction, method of proportioning 216 Portland cement concrete, specification for 217 Portland cement concrete pavement or base, specification

for 243

roofing, requirement for 162 Gravel ballast, pit run, specification for 209 washed, specification for 209 Gravel base, specification for 377 Gravel roads, specification for 245

specification for gravel for. 218 Gravels, glacial, method of determining quality of, by litho- logical count ofparticles 220 Gravity, A. P. I., definition of 33 petroleum and petroleum products, method of test for, by

means of the hydrometer 32

specific, bituminous materials, method of test for 142

definition of 33 Gravity tanks, regulations for construction and installation of. 418 Grease, crank-pin, requirement for 109 graphite lubricating, requirement for 109 method of analysis of 93 mineral lubricating, requirement for . 109 recuperator, requirement for 109 Greases, method of test for penetration of 101 specification for 109 Green-sand strength test for foundry sands 226 Grinding wheels, crank-shaft 623 recommendation, for 623 Ground supported vaults, specification for 435 Grout, bituminous, for use in waterproofing below and above ground level, specification for 153 Grouts, bituminous, method of testing 133 Gutters, specification for 446 Gypsum, calcined, for use in the preparation of dental plasters, specification for 264

specification for 263,264

specification for 262 Gypsum and gypsum products, method of testing 259 Gypsum finishing plaster 270 Gypsum industry, definition of terms relating to 258 Gypsum molding and casting plaster 271 Gypsum molding plaster, specification for 266 Gypsum neat plaster 268 Gypsum partition tile, specification for 420 Gypsum partition tile or block, specifications for 278 Gypsum plaster, specification for 266 Gypsum plaster board, specification for 276, 277 Gypsum plastering sand, specification for 234 Gypsum plasters, concrete surfaces 270

specification for 265, 267

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Gypsum pottery plaster, specification for 266 Gypsum ready-sanded plaster 269 Gypsum wall board, specification for 275, 277 Gypsum wood-fibered plaster 268 H

Hand lantern globes, specification for.. 498 Header, concrete, specification for 448

stone, specification for 448 Headers, specification for 446 Heavy-weight slate-surfaced asphalt roll-roofing and shingles, specification for 154 Hempel distilling flask 35 High-bitumen coal-tar pitch for use in constructing built-up

roofs surfaced with slag or gravel, specification for 179 High-bitumen coal-tar pitch for use in damp proofing and

waterproofing below and above ground level, specification

for 178 High-carbon coal-tar pitch for use in constructing built-up

roofs surfaced with slag or gravel, specification for 179 High-carbon coal-tar pitch for use in damp proofing and waterproofing below and above ground level, specification for 178 High-carbon tar cement, specification for 178 High-carbon tar cement for use cold in repair work (cut-back product) , specification for 177 High-carbon tar for surface treatment, cold application, specification for 174 hot application, specification for 177 High-pressure rod packing, asbestos, specification for 644 Highway bridges, specification for

arches 414

ashlar masonry 473 bituminous materials, asphalt for bituminous carpets 147 bituminous carpets 174

fillers 149 waterproofing materials 151 brick masonry 475

coarse aggregate 242 concrete bearing piles 411 concrete bridge floors 414 concrete cribbing 317 concrete masonry 301 concrete viaducts 471

control of materials.. 410 dry rubble masonry 473 excavation and fill 415 foundations and substructures 410 monolithic concrete culverts 441 mortar rubble masonry 474 paving blocks, asphalt 395 Portland cement 287

railings and parapets 413

reinforced concrete slab and girder bridges 413 riprap 208 rubble or cyclopean aggregate 243 stone for masonry 212 water for use with cement 281 wearing surfaces for bridge floors... 413 Highway construction, method of test for quantity of clay and

silt in gravel for 218

specification for commercial sizes of broken stone and bro- ken slag for 207

specification for commercial sizes of sand and gravel for... 215 Highway material, fine, method of mechanical analysis of 234 Highway materials, nonbituminous, method of test for appar- ent specific gravity of 214 method of test for apparent specific gravity and absorption or free moisture content for 216

specification for

asphalt fillers and cements 146 bituminous sand 220

fine aggregate for Portland cement concrete 235

gravel for Portland cement concrete 217 material 244 mineral filler 253 premolded expansion joints 150

tars and tar cements 174 Highway structures, specification for slag to be used in 256 Highways, specification for 1-course Portland cement concrete pavements for 379

specification for slag to be used in 256 Hollow building tile, recommendation for 619 Hollow burned clay fireproofing, partition and furring tile, specification and test for 618 Hollow burned clay floor tile, specification and test for 616 Hollow burned clay load-bearing wall tile, specification and

test for 616 Hollow clay fireproofing, partition and furring tile, specifica- tion for 619 Hollow clay floor tile, specification for 618 Hollow clay load-bearing wall tile, specification for 619 Hollow concrete building units, standard for 321 Hollow tile, clay, specification for 614

definition of terms relating to 593 Hospital chinaware, recommendation for 522 Hot extraction method for examination of bituminous mixtures. 141 Hotel chinaware, recommendation for 522 House, brick, specification and general schedule of 310 Hydrated lime, method of chemical analysis of 354

specification for .... 349

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Hydrated lime for—

structural purposes, specification for. 353, 363 the manufacture of silica brick, specification for 362 the manufacture of varnish, specification for 360 use in the cooking of rags for the manufacture of paper,

specification for 361 use in the textile industry, specification for 361 use in water treatment, specification for 351, 362 Hydrometer method for specific gravity of bituminous materials _ 142 Hydrostatic test of sewer pipe 466

I

Ideal construction of a brick house, specification for 419 Ignition temperatures, autogenous, method of test for the de- termination of 42 Illuminating oils, method of tets for sulphur in (lamp method) . 48

specification for 85, 87 Imitation pearls, description of 649 Impedance bonds, specification for petrolatum for use in 113 Impurities, organic, in sands for concrete, method of tests for. 213 Indiana limestone, classification of 190 Industrial fuel oils 83

Inlets for sewers 464 Inspection methods for quicklime and lime products 347

Installation, containers for storing and handling flammable

liquids, regulations for (design and construction of concrete

fuel oil storage tanks) 467 metal flashings with bituminous built-up roofing, specification for 141 plastic flashings with bituminous built-up roofing, specification for 141 tanks, gravity and pressure, towers, etc., regulations for the 418 Insulating oils, electrical, method of testing 115 Insula ting qualit ies of slate, method of test for determining the 204 Insulation, porcelain, specification for 526

Insulators, feeder 526

porcelain, 1-piece, recommendation for 532

strain 526 Integral brick curb, specification for 447 Integral concrete curb, specification for 448 Integral waterproofing material, specification for 316 Interior marble, specification for 194

J

Jack panel, porcelain, specification for 529 Jackson test for apparent specific gravity 215

Jar, battery, specification for 491, 494 Joint fillers, premolded, method of sampling and testing 253

Joints, premolded expansion, specification for 150 K

Keene's cement, specification for 280 Kerosene, definition of 32

flock test for 67 method of test for distillation of 44 Kerosene oils, method of test for burning quality of 85 Keystone No. 24 chimney 88 Kinds of glassware for ship equipment 497 Kjeldahl-Gunning method for determination of nitrogen in ooalorcoke. 17 L

Laboratory apparatus, specification for (laboratory porcelain ware) 523 Lamp, standard brass Saybolt test 86 Lamp chimneys, glass, specification for 501 Lamp lenses 503 Lantern globes, glass, specification for 501 hand, specification for 498 Lard, oil, requirement for__ 114 Lath, specification for 280 Laundry trays, flat rim, method of grading 546

roll, rim, method of grading 545 Lavatories, method of grading 545 vitreous china, method of grading 553 Le Chatelier test for apparent specific gravity 214 Lenses, lamp 503

light signal, sizes of 502

specification for 502 Lights, fixed, glass for 485 sidewalk, floor, and roof, recommendation for 490 Lime, definition of terms relating to 348 hydrated, for structural purposes, specification for 353, 363

for the manufacture of silica brick, specification for.. . 362

for the manufacture of varnish, specification for 360

for use in the cooking of rags for the manufacture of paper, specification for 361

for use in the textile industry, specification for 361

for use in water treatment, specification for 351, 362 method of chemical analysis of 354

specification for . 349

tile work 594 Lime plaster, specification for sand for use in 234

Paga

Lime plastering, specification for 272 Lime products, method of sampling, inspection, packing," and

marking of 347 Lime stucco, specification for III.. 274 Limestone, Indiana, classification of ^ ZZZZZZ 190 method of chemical analysis of fCZZZZZZZZZZ 354

specification for 349 Line material, overhead, for 750-volt direct current,"direct sus- pension, specification for 525 Liquid fuels, specification for—

"

fuel oils g3

gasoline ZZZZZZZZZ 72

illuminating oils ZZ 87 method of test ZZZZZZ 66 Liquids, flammable, containers for storing and "handling, regulations for the installation of (design and construction

of concrete fuel oil storage tanks) _ 467 Load-bearing wall tile, hollow burned clay, specification" and

test for gig hollow clay, specification for ~~~ 619 Long-time burning oil for railway use, method of "test for burning quality of 89 Loss on heating of oil and asphaltic compounds, method" of test for— H9

.Low-carbon tar cement, specification for 178 Low-carbon tar cement for use cold in repair work" (cut-back product) , specification for 178 Low-carbon tar for surface treatment, cold application," specifi- cation for 174 hot application, specification for ZZ 177 Lubricants, method of test for neutralization number of—"ZZ 99 method of test for viscosity of 47

specification for

cutting oils 114 greases __ __ 109 lubricating oils 106 method of test I 66 Lubricating grease, graphite, requirement for ZZZ " 109 mineral, requirement for 109 Lubricating oil, forty-five-degrees-below-zero-Fahrenheit, speci- fication for 108 zero Fahrenheit, specification for 104 Lubricating oil viscosity numbers, crank-case 108 Lubricat ingoils,methodof test for color of, by means of union

colorimeter. 96 method of test for precipitation number of 90 method of test for steam emulsion of 98

specification for 106 transmission, specification for 108 Lubricator glass, specification for . Z 505 Lump coke, method of test for volume of cell space of 30 M

Macadam, bituminous, specification for broken stone for 250

old, reconstruction of, to serve as base course, specifica- tion for 371 Macadam base, asphalt, specification for 374 bituminous, specification for broken slag for 255

specification for 370 Macadam base or surface course, bituminous, specification for broken slag for 255

specification for broken stone for _ 251 Macadam pavement, asphalt, specification for 402 Macadam surface course, water-bound, specification for broken

stone for 250 Macadam wearing course, bituminous, specification for broken

slag for 254 Macbeth-Evans No. 514 pearl top chimney 86 Magnesia asbestos plaster, specification for 650 Magnesia cement, plastic, specification for 652 Magnesia molded pipe covering and blocks, specification for. 651 Magnesia oxychloride_-_ 652 Making compression tests of concrete, method of 284 Making specimens of concrete in the field, method of 282 Malleable foundry refractories, recommendation for 593 Manhole block, concrete, specification for 448 Manholes for sewers 464 Manufacture of reinforced concrete poles, specification for 327 Manufacture of terra cotta, specification for... 621 Marble, interior, specification for 194 plumbing, requirement for 194

specification for 192 Marine boiler service, specification for clay fire brick for 590 Marking methods for quicklime and lime products 347 Masonry, arch, ashlar stone..- 480 block rubble 481

ashlar, specification for 473

brick, specification for 475 bridge and retaining wall, ashlar stone 479 block rubble 480

concrete, specification for 301 culvert 481 dry 481 dry rubble, specification for 473 mortar rubble, specification for 474

stone, specification for 47S, 479 Masonry cement, specification for 295 Mastic, asphalt, acid resisting, specification for 148 waterproofing, specification for 152 Mastics, bituminous, method of testing 133

670
Page

Materials, bituminous, method of test for specific gravity of.. 142

specification for—

asphal t for bituminous carpets 147 bituminous carpets - 174

fillers _ 149 waterproofing materials 151 cement grout filler, for brick and stone block pavements,

specification for 253 cement mortar bed, for block pavements, specification for.- 368 control of, fornighwaybridges.specificationfor 410 cushion course, brick, stone block or wood block pavement,

specificationfor 367 granular surfacing, test for 186 highway, specification for 244 bituminous sand 220

fine aggregate for Portland cement concrete 235 gravel for Portland cement concrete 217 mineral filler 253 premolded expansion joints 150 nonbituminous highway, method of test for apparent

specific gravity, and absorption or free moisture content

for 214,216 powdered surfacing, test for 186 road and pavement, definition of terms relating to 182 surfacing, for bituminous built-up roofing,specification for. 162

topsoil or sand-clay road surface, specification for 409 waterproofing, specification for 151 Mechanical analysis, broken stone or broken slag, except aggre- gates used in cement concrete, method of 250 extracted aggregates, method of 241 mixtures of sand or other fine material with broken stone or broken slag, except aggregates used in cement concrete. . 214 sand or other fine highway material, except fine aggregates used in cement concrete 234 Melting point, paraffin wax, method of test for 110 petroleum, method of test for 113 Metal flashings, specification for the installation of, with bitu- minous built-up roofing 141 Metal lath for tile work 595 Metallic cloth gaskets, asbestos, specification for 643 Metallic cloth sheet packing, asbestos, specification for 641 Milk bottles, recommendation for 494 Millboard, asbestos, specification for 639, 640 Miller No. 2 sun hinge burner... 86 Mineral filler, method for determination of fineness of 253 sheet asphalt and bituminous concrete pavement, specifica- tion for 150 specificationfor 253 Mineral lubricating grease, requirement for 109 Mineral seal oil, flock test for 67 method of test for burning quality of 87 Mineral spirits, specification for 71 Mineral surfaced roofing, specification for asphalt for 162 Mines, coal, rock dusting in 659 Mixtures, bituminous, examination of 141 method of sampling 142 sand or other fine material with broken stone or broken

slag, method of mechanical analysis of, except aggregates used in cement concrete 214 Modulus of elasticity of slate, determination of 195 Modulus of rupture of slate, determination of 195 Moisture, expressible, in paraffin waxes, method of test for 111 surface, in fine aggregate, method of test for field deter- mination of 240 Moisture content, free, for sand, gravel, stone, or other non- bituminous highway materials 216 Moisture determination, coal and coke 10 foundry sands 221 Moisture equivalent of subgrade soils in the field, method of

test for determination of 366 Molding plaster, gypsum, specification for. 266 Monolithic concrete culverts, specification for 441 Monolithic concrete sewers, specification for 451 Mortar, sewer masonry 462

tile work 595 Mortar bed, cement, block pavements, specification for materials for 368

brick, stone block, or wood block pavements, specifica- tion for sand for 235 Mortar rubble masonry, specification for 474 Mortars, Portland cement, specification and tests for compressive strength of 294 Mosaic, unglazed ceramic, recommendation for 600 Motor fuel V, specification for 74 Motor fuels, method of test for sulphur in (lamp method) 48 Motor gasoline, specification for 73 N

Naphtha, method of test for distillation of 44 petroleum, definition of 32

rules regulating the petroleum trade for 82 Naphthas, method of test for sulphur in (lamp method) 48 National Standard Petroleum Oil Tables, abridgment of 34 Natural base, specification for 378 Natural cement, specification for 295 Natural gas, code for testing, for gasoline content 74 Natural gas gasoline, method of test for distillation of 72 Natural gasoline, specification and test method for 82

Page

Natural sand and gravel for concrete construction, method of proportioning 216 Natural sand-clay mixtures for road surfacing, specification for. 408 Neutralization number of petroleum products and lubricants, method of test for 99 Nonbituminous highway materials, method of test for ap- parent specific gravity and absorption or free moisture content for 214,216 Nonbituminous materials for road and pavement making,

definition of 183 o

Oil, asphaltic, for hot surface treatment 248

coal-tar, for flooring and paving blocks, specification for... 181

creosote, for priming coat with coal-tar pitch in damp

proofing and waterproofing below and above ground

level, specification for 178 expressible, in paraffin waxes, method of test for ill

fuel, method of test for thermal value of 58 illuminating, specification for 85 long-time burning, for railway use, method of test for burning quality of 89

lubricating, 45-degrees-beiow-zero Fahrenheit, specifica- tion for 106 zero Fahrenheit, specification for 104 method of test for loss on heating of 119 mineral seal, flock test for 67 method of test for burning quality of 87 reclaimed, specification for 104 refined petroleum, method of test for color of, by means of Saybolt chromometer 54 road, for hot application, specification for 173 transformer, specification for 115 Oil absorption test method for testing natural gas for gasoline content 76 Oil asphalt filler, specification for (type A) 146 Oil shale, definition of 32

Oils, cutting, specification for 114

electrical insulating, method of testing 115

fuel, domestic and industrial 83

specificationfor... 83

gas, method of testing 54 illuminating, method of test for sulphur in Gamp method). 48

specificationfor 87 kerosene, method of test for burning quality of 85 lubricating, method of test for color of, by means of Union

colorimeter 96 method of test for precipitation number of 90 method of test for steam emulsion of.. 98 specificationfor 106 petroleum , abridged volume correction table for 56 heavier than illuminating oil, method of test for sul- phur in 53 road, method of test for specific gravity of 125 transmission lubricating, specification for 108 Old pavements, truing up, to serve as base course, specifica- tion for 377 One-course Portland cement concrete pavements for highways,

specificationfor 379 One-course Portland cement concrete street pavement, specification for 386 One-piece porcelain insulators, recommendation for 532 Open cup, method of test for flash and fire points by means of. 90 Organic impurities in sands for concrete, method of test for.. 213 Ornamental glass 488 Ovens, annealing, specification for clay fire brick for 588 Overhead line material for 750-volt direct current direct sus- pension, specification for 525 P

Packing, asbestos high-pressure rod, specification for 644 asbestos metallic cloth sheet, specification for 641 asbestos valve-stem, specification for 642 compressed asbestos sheet, specification for 642 Packing methods for quicklime and lime products 347 Packings, asbestos wick and rope, specification for 644 Paper, abrasive, artificial, waterproof, specification for 633 asbestos, recommendation for 640

flint, specification for 631 garnet, specification for 632 waterproof, specification for 634

specification for quicklime and hydrated lime for use in the cooking of rags for the manufacture of 361

tile work 595 Paraffin naptha, method of test for percentage of bitumen in- soluble in 144 Paraffin wax 113 method of test for melting point of 110 Paraffin waxes, method of test for expressible oil and moisture

in HI

Parapets, for bridges, specification for 413 Partition tile, gypsum, specification for 420 hollow burned-clay, specification and test for 618 hollow clay, specification for 619 Partition tile or block, gypsum, specification for 278 Paved streets, design of proper foundation for tracks in 367

671
Page

Pavement, asphalt macadam, specification for . 402

brick, stone block, or wood block, specification for materials for cushion course of 367 Portland cement concrete, specification for coarse aggregate

for (stone, slag, or gravel) 243

specification for fine aggregate for _ 241 sheet asphalt, specification for broken slag for binder

course for 256

specification for broken stone for binder course for 252

street, 1-course Portland cement concrete, specification for. 386 two-course Portland cement concrete, specification for. 388 Pavement construction, specification for asphalt for use in 145 Pavements, bituminous concrete, specification for mineral

filler for . 150 block, specification for materials for cement mortar bed for. 368

brick, specification for asphalt filler for (blown type) 150 brick and stone block, specification for sand for cement

grout filler for 235

brick, stone block, or wood block, specification for sand

for cement mortar bed for 235

definition of terms relating to materials for 182 durax granite, specification for block for _. 208 granite block, specification for block for 208 one-course Portland cement concrete, for highways, speci- fication for 379 Portland cement concrete, specification for 389 recut granite block, specification for block for 208 semimonolithic brick, specification for cement grout filler for „'.. 342

specification for cement sand bed for 378 sheet asphalt and bituminous concrete, specification for sand for 234

specification for subgrades and foundations for _ 371 stone block, specification for 393 two-course Portland cement concrete, for highways, speci- fication for 384 Pavements to serve as base course, specification for truing up. 377 Paving, fine aggregate asphaltic concrete, specification for_— 399 sheet asphalt, specification for 395 Paving blocks, asphait, specification for 395

specification for coal-tar oil for. 181 Paving brick, method of sampling 576

specification for 577

vitrified, specification for 585, 586

Pearls, description of 649 Pebbles, soft, in gravel, method of test for quantity of 220 Penetration, bituminous materials, method of test for 118 definition of 183 greases and petrolatum, method of test for 101 Penetrometer, asphalt 102 Pensky-Martens closed tester 50 Percentage of bitumen insoluble in carbon tetrachloride, method of test for 145 Percentage of bitumen insoluble in paraffin naphtha, method

of test for 144 Percentage of bitumen soluble in carbon disulphide, method of

test for — 143 Percentage of residue of desired penetration, method of test for. 71 Percentage of shale in aggregate, method of test for 243 Percentage of voids in fine aggregate, approximate, method of

test for field determination of 239 Percentage of water in bituminous emulsions, calcium chloride method for determination of 144 Permanent volume changes in refractory materials, method of

test for - 572 Permeability air Sow apparatus for permeability test of foun- dry sands 222 Permeability test for foundry sands 221 Permeability test pressures, table of 225 Petrolatum, method of test for color of, by means of the Union

colorimeter 114 method of test for melitng point of 113 method of test for penetration of 101 Petrolatum for use in impedance bonds, specification for 113 Petroleum, crude, definition of 32 method of test for distillation of__ 35 rules regulating the petroleum trade for 37 definition of 183 definition of terms relating to 32

refined, rules regulating the petroleum trade for 42 Petroleum and petroleum products, method of sampling 60 method of test for, by means of the hydrometer 32 Petroleum asphaltum, specification for 119 Petroleum ether, specification for 38 Petroleum lubricating grease, definition of 32 Petroleum naphtha, definition of. 32 Petroleum oil, refined, method of test for color of, by means of Saybolt chromometer j 54 Petroleum oil tables. National Standard, abridgment of 34 Petroleum oils, abridged volume correction table for 56 heavier than illuminating oil, method of test for sulphur in . 53 Petroleum products, method of test for carbon residue of (Conradson carbon residue) 100 method of test for

cloud and pour points of 40 neutralization number of 99 viscosity of 47 water and sediment in, by means of centrifuge 39 water in 38 Petroleum spirits, definition of 32

specification for, 71

Page

Petroleum trade, rules regulating the—crude petroleum 37 naphtha and gasoline 82

refined petroleum _. 42 Phosphorus in ash, determination of, for coal and coke 13

Piles, bearing, concrete, specification for— ___ 411 premolded concrete, specification for constructing 411 simplex concrete, specification for 413 Pin cups, specification for. S06

Pipe, cement concrete 454

culvert, reinforced concrete, specification for 336

reinforced concrete. _ 455 sewer, cement concrete, specification for _ 464

clay, specification for.. 517

definition of terms relating to 439

reinforced concrete, specification for. 449 required safe crushing strengths of, to carry loads from

ditch filling, specification for 440

vitrified 454 Pipe covering and blocks, magnesia molded, specification for. 651 Pipe sewers 463

Pit run gravel ballast, specification for 209

Pitch, coal tar, roofing, specification for 179 stone block filler, specification for 177 waterproofing and damp proofing, specification for 179 Pitches, definition of 183 high-bitumen coal-tar, for use in damp proofing and waterproofing below and above ground level, specification for. 178 high-carbon and high-bitumen coal-tar, for use in constructing built-up roofs surfaced with slag or gravel,

specification for 179 high-carbon coal-tar, for use in damp proofing and waterproofing below and above ground level, specification for. 178

soft tar, method of test for specific gravity of 125

tar, sufficiently solid to be handled in fragments, method

of test for specific gravity of 125 Plain and reinforced concrete (water-cement ratio method),

specification for 344

Plaster, gypsum, specification for 266 gypsum finishing 270 gypsum molding, specification for 266 gypsum molding and casting 271 gypsum neat 268 gypsum pottery, specification for 266 gypsum ready san ded _ 269 gypsum wood fibered 268

lime, specification for sand for use in 234 magnesia asbestos, specification for 650 Plaster board, gypsum, specification for 276, 277

Plaster work, specification for 280

Plastering, lime, specification for 272

specification for 271 Plastering sand, gypsum, specification for 234

Plasters, dental, specification for calcined gypsum for use in the preparation of 264 gypsum, concrete surface 270

specification for... 265,267

Plastic cement, asphalt, specification for 14S Plastic fire clay refractories, specification for 592

Plastic flashings, specification for installation of, with bitu- minous built-up roofing 141 Plastic magnesia cement, specification for 652

Plasticimeter, Emley 353

Plasticity, water of, method for 512 Plate glass 486

polished, specification for 489 recommended practice for 489 Plumbago crucible, sizes of.. 658 Plumbing, specification for... 199, 535 Plumbing fixtures, specification for

marble and glass 194 porcelain ware 535

slate 198 soapstone 206

vitreous ware r 535

staple porcelain (all-clay) 535 vitreous china, recommendation for 546

Poles, reinforced concrete, specification for 327, 332 Polished plate glass, specification for 486, 489 Porcelain filler button, specification for 528 Porcelain insulation, specification for 526

Porcelain insulators, 1-piece, recommendation for. 532

Porcelain jack panel, specification for 529 Porcelain plumbing fixtures 535 Porcelain ware, laboratory, specification for 524

specification for 535 Pore water, method for 510

Porosity, apparent, test for 507

refractory material, method of test for. 572 Portland cement, cement grout filler 253

specification and test for. 2S7 Portland cement concrete, method of test for consistency of... 2S6

plain and reinforced, specification for 303

specification for fine aggregate for 235

specification for gravel for 217 Portland cement concrete base, specification for 368 Portland cement concrete pavement or base, specification for coarse aggregate for (stone, slag, or gravel) 243

specification for fine aggregate for 241 Portland cement concrete pavements, 1-course, for highways,

specification for 379

specification for 389 two-course, for highways, specification for 384

672
Page

Portland cement concrete sidewalks, specification for 323, 343 Portland cement concrete street pavement, 1-course, specifi- cation for 386 two-course, specification for 388 Portland cement mortars, specification and test for compressive strength of__ 294 Portland cement stucco, application of, on concrete block and

tile walls, specification for 300

finish coat, specification for 297 recommended practice for 297

specification for 299 Posts, fence, concrete, specification for 336 Pottery plaster, gypsum, specification for 266 Pour point of petroleum products, method of test for 40 Powdered coal, method of test for fineness of 6 Powdered surfacing materials, test for 186 Powdered talc, specification for asphalt roll roofing surfaced with 154 Precious stones, classification of 649 Precipitation number of lubricating oils, method of test for... 90 Premolded concrete pipes, specification for constructing 411 Premolded expansion joints, specification for 150 Premolded joint fillers, method of sampling and testing 253 Preparation of subgrade __ 366 Prepared roofing, asphalt, specification for 165 asphalt and asbestos, slate surfaced, specification for 165 Pressure tanks, regulations for the construction and installa- tion of 418 Primer, asphalt, for roofing and waterproofing, specification for. 164 Primer for use with asphalt in damp proofing and waterproof- ing below and above ground level, specification for 152 Priming coat, specification for creosote oil for 178 Prism glass 488 Processed glass _ ... - 488 Promenade tile, requirement for 162 Proportion of bitumen soluble in carbon tetrachloride, method of test for the determination of 135 Proportioning natural sand and gravel for concrete construction, method of - 216 Protection test for lubricants and liquid fuels 70 Protective coatings, bituminous, method of test for steam

distillation of 137 Pulp, sulphite, specification for quicklime for use in the manufacture of 360 Purchase specification for concrete aggregates 236 Pycnometer method forspecific gravity of bituminous materials 143 Pyrometric cone equivalent, method of testing for 560 Q

Quality, glacial gravels by lithological count of particles, method o f determining 220 water to be used in concrete, method of test for 287 Quantity, clay and silt in gravel for highway construction, method of test for 218 clay in sand clay, topsoil, and semigravel for highway

construction, method of test for 409

soft pebbles in gravel, method of test for 220 Quicklime, method of chemical analysis of 354 method of sampling, inspection, packing and marking of. 347

specification for 349 Quicklime for

structural purposes, specification for 352, 304 the manufacture of silica brick, specification for 362 use in the cooking of rags for the manufacture of paper,

specification for 361 usein the manufacture of sulphite pulp, specification for.. 360 usein the textile industry, specification for.. 361 usein water treatment, specification for 350,362 R

Rag felt, asphalt saturated, flashings, specification for.. 160 roofing and waterproofing, specification for 160

coal-tar saturated, for roofing and waterproofing, specifi- cation for 160 Rag felt sheet roofing and shingles, asphalt, specification for.. 169 Railings for bridges, specification for 413 Rammer for permeability test of foundry sands 222 Rattler for testing paving brick... 578 Reaction test for lubricants and liquid fuels 70 Reclaimed oil, specification for 104 Recommendation for

asbestos paper and asbestos millboard 640 automobile brake lining 645 blackboard slate 196

cafeteria and restaurant chinaware 522 coated abrasive products 635 composition blackboard 645 concrete building units 323 dining car chinaware 522

glass containers for preserves, jellies, and apple butter 496 grinding wheels 623 hollow building tile 619

hospital chinaware 522

hotel chinaware 522 malleable foundry refractories 593 milk and cream bottles and bottle caps 494

one-piece porcelain insulators 532

roofing slate 203 rough and smooth face and common brick 586 sand lime brick 258 sidewalk, floor, and roof lights— 490

Recommendation for—Continued. Page

staple vitreous china plumbing fixtures 546

structural slate for plumbing and sanitary purposes 200

vitrified paving brick 586 white glazed tile and unglazed ceramic mosaic. 600 Recommended practice for Portland cement stucco 297 Reconstructed base course, specification for 369 Reconstruction of old macadam to serve as base course, specification for 371 Recuperator grease, requirement for 109 Recut granite pavements, specification for block for 208 Refined petroleum, rules regulating the petroleum trade for.. 42 Refined petroleum oil, method oltest for color of, by means of Saybolt chromometer 54 Refined tar, construction, specification for 177 hot application, specification for 177 hot surface treatments 247

Refractories, clay, definition of 588

definition of terms relating to_ 576

fire clay, marine service, specification for 586

plastic, specification for 592 malleable foundry, recommendation for. 593 Refractory materials, including chrome ores and chrome brick, method of ultimate chemical analysis of 564 method of test for porosity and permanent volume changes

in 572 Refractory materials under load at high temperatures, method

of test for 660

Regulations, construction and installation of tanks, gravity and pressure, towers, etc 418

installation of containers for storing and handling flam- mable liquids (design and construction of concrete fueloil storage tanks) 467 Reinforced concrete, specification for 317,344

structural, specification for 310 Reinforced concrete culvert pipe, specification for 336 Reinforced concrete pipe.. 455 Reinforced concrete poles, specification for 327,332 Reinforced concrete sewer pipe, specification for 449 Reinforced concrete slab and girder bridges, specification for__ 413 Repair work, specification for high and low carbon tar cements

for use in (cut-back product) 177

specification for tar for use in_ 177 Residue desired penetration, method of test for percentage of. 71 specified penetration, method of test for 135 Resistance of fire-clay brick to thermal spalling action, method

of test for 573 Restaurant chinaware, recommendation for 522 Retaining wall masonry, ashlar stone 479 block rubble - 480 Rigs and derricks, standard 327 Ring-ball method of test for softening point of bituminous materials 121 Riprap, specification for 208, 212 Road construction, specification for asphalt for use in 145 Road oil for hot application, specification for 173 Road oil substitute 249 Road oils, method of test for specific gravity of 125 Road surfaces, topsoil or sand clay, specification for materials

for.. 409 Road surfacing, specification for natural or artificial sand clay mixtures for 408 Road tars, method of test for specific gravity of 125 Roads, broken stone and gravel, specification for 245 definition of terms relating to materials for 182

gravel, specification for gravel for 218 Rock, method of test for abrasion of 182 method of test for toughness of. _ 182 Rock dusting in coal mines 659 Rod packing, asbestos high pressure, specification for 644 Roll roofing, asphalt, smooth surfaced, method of testing 156 surfaced with granular talc, specification for 154 surfaced with powdered talc, specification for 154 heavy weight slate surfaced asphalt, specification for 154

slate surfaced asphalt, method oltesting. 156 specification for 154 Rolled figured sheet glass 488 Roof coating, asphalt fibrous, specification for 168 Roof coverings, built-up, specification for asphalt for usein constructing 159 Roof lights, recommendation for 490 Roofing, asphalt prepared, specification for 165 asphalt rag felt sheet, specification for. 169 asphalt roll, surfaced with granular talc, specification for. 154 surfaced with powdered talc, specification for 154 bituminous built-up, specification for installation of metal

flashings with 141 specification for installation of plastic flashings with.. 141 specification for surfacing materials for 162

built-up, specification for... 164, 180,427 heavy-weight slate-surfaced asphalt roll, specification for_ 154 mineral surfaced, specification for asphalt for 162 prepared, asphalt and asbestos, slate surfaced, specification for 165

slate, specification for. 197

slate-surfaced asphalt prepared, specification for 165 slate-surfaced asphalt roll, method of testing 156 specification for 154 smooth-surfaced asphalt roll, method of testing 156

specification for asphalt primer for__ 164

specification for asphalt saturated rag felt for 160

specification for coal-tar pitch for. 179

specification for coal-tar saturated rag felt for 160 unsurfaced built-up, specification for asphalt for 163 673
Page

Eoofing felt, asphalt saturated, for use in waterproofing and in constructing built-up roofs, specification for 156

coal-tar saturated, for use in waterproofing and in constructing built-up roofs, specification for 179 Roofing gravel, requirement for 162 Roofing materials 154 Roofing slag, requirement for 162 Roofing slate, recommendation for_ 203 standard for 200 Roofing tile, clay, specification for 619

concrete, specification for 320 strength test for 620

Roofings, bituminous, analysis of ... 139 Roofs, built-up, specification for asphalt-saturated asbestos

felt for use in constructing 158

specification for asphalt-saturated roofing felt for use in constructing 156

specification for coal-tar saturated roofing felt for use in constructing 179 surfaced with slag or gravel, specification for high- carbon and high-bitumen coal-tar pitches for use in constructing 179

slate, specification for 430 Rope, wire, for mines 108 Rope packings, asbestos, specification for 644 Rough-face brick, recommendation for 586 Roundels, signal, specification for 502 Rubble, definition of 183

specification for 243 Rubble masonry, dry, specification for 473 mortar, specification for 474 Rubblestone, specification for 212 Rules regulating the petroleum trade

crude petroleum 37 naphtha and gasoline 82

refined petroleum 42 Rupture, modulus of, of slate, determination of 195 S

Sag tests. 509

Salt, specification for 658 Sampling method for

bituminous materials 128 bituminous mixtures 142 ceramic materials 507 clay deposits 507

coal 4 coal and coke 8 paving brick 576 petroleum and petroleum products 60 powdered coal 6 premolded joint fillers 253 quicklime and lime products 347

stone, slag, gravel, sand, and stone block for use as high- way materials 184 Sand, bituminous, specification for 220 cement grout filler 253 cement grout filler brick and stone block pavement, specification for 235 cement mortar bed for brick, stone block, or wood block pavements, specification for 235 commercial sizes of 235 concrete, method of test for organic impurities in 213 definition of the term 213 foundry, method of testing and grading 221 gypsum plaster 267 gypsum plastering, specification for 234 highway construction, specification for commercial sizes of. 215

1 ime plaster, specification for 234 method of decantation test for 240 method of mechanical analysis of 234 method of sampling . . . 184 method of test for apparent specific gravity and absorption

or free moisture content for 214, 216 natural, for concrete construction, method of proportioning 216 sheet asphalt and bituminous concrete pavement, specification for 234 Sand analysis, method for 220 Sand bearing test for pipe 338 Sand clay for highway construction, method of test for quantity of clay in 409 Sand clay mixtures, natural or artificial, for road surfacing,

specification for 408 Sand clay road surfaces, specification for materials for 409 Sand filler, specification for 235 Sand lime brick, common, specification for 257 recommendation for 258 Sand lime building brick, specification for 257 Sand or other fine material with broken stone or broken slag, method of mechanical analysis of mixtures of, except aggre- gates used in cement concrete 214 Saponification number, method of test for 92 Saybolt chromometer 54 Saybolt distilling flask 55 Saybolt test lamp, standard brass 86 Saybolt viscosimeters 47

Screen, definition of the term 1 Screening, slag, method of test for apparent specific gravity of. 214 Securing specimens of hardened concrete from the structure, method of 285

Page

Sediment in lubricants and liquid fuels, test for 67 Sediment in petroleum products, method of test for, by means

of centrifuge 39 Segmental block sewers 463 Segmental tile blocks 455 Semigravel for highway construction, method of test for quantity of clay in 409 Semimonolithio brick pavements, specification for cement

grout filler for 342

specification for cement sand bed for 378 Setting of cement, determination of time of 292 Setting of terra cotta, specification for 621 Sewer block, concrete, specification for 448 Sewer brick, clay, specification for 581 Sewer pipe, cement concrete, specification for 464

clay, specification for 517

definition of terms relating to 439

reinforced concrete, specification for 449 required safe crushing strengths of, to carry loads from

ditch filling, specification for 440

vitrified 454 Sewers, concrete, monolithic, specification for 451

Shale, percentage of, in aggregate, method of test for 243 Shatter test for coke, method of 29 Shear strength tests for foundry sands... 231 Sheet asphalt binder and surface courses, specification for 406 Sheet asphalt pavement, specification for broken slag for binder

course for 256

specification for broken stone for binder course for 252

specification for mineral filler for 150

specification for sand for 234 Sheet asphalt paving, specification for 395 Sheet packing, asbestos metallic cloth, specification for 641 Sheet roofing and shingles, asphalt rag felt, specification for... 169 Shingles, asphalt rag felt sheet, specification for 169 heavyweight slate surfaced asphalt, specification for 154

slate surfaced asphalt, method of testing 156

slate surfaced asphalt prepared, specification for 165 Shoulders, specification for 446 Shovel run broken slag, for water-bound base, specification for. 254 Shower receptors, method of grading 545 Shrinkage, drying, method for 508 Shrinkage mesh for tile work 595 Shrinkage water, method for 510 Sidewalk lights, reommendation for 490 Sidewalks, concrete, specification for 324 Portland cement concrete, specification for 323, 343

Sieve, definition of the term 1 Sieve analysis, aggregates for concrete, method of test for 213

coke, method of test for 28 crushed bituminous coal, method of test for 26 Sieve openings, requirement for 1 Sieves, method of testing 1 Sieves for testing purposes, specification for 1 Sight gage 86 Signalroundels, specification for 502

Silica brick, specification for quicklime and hydrated lime

for the manufacture of 362

Sills, tiled 599

Silt, quantity of, in gravel for highway construction, method

of test for 218 Simplex concrete piles, specification for 413 Simulated service tests 513

Sinks, method of grading 545

slop, method of grading 545 Sintering test of molding sand 232

Sizes, anthracite, method of test for 24 broken stone and broken slag for highway construction,

specification for 207 glassware for ship equipment 497

gravel 219

lenses for use in light signals 502 plumbago crucibles — 658 sand 235 sand and gravel for highway construction, specification for. 215

Slag, broken, binder course, sheet asphalt pavement, specifi- cation for 256 bituminous concrete, coarse graded aggregate type,

specification for 254

fine graded aggregate type, specification for 255 bituminous concrete base or surface course, specifi- cation for 255 bituminous concrete surface 245 bituminous macadam base or surface course, specifica- tion for 255 bituminous macadam surface course 245 bituminous macadam wearing course, specification for. 254 bituminous surface treatment, specification for 240 highway construction, specification for commercial

sizes of 207 method of mechanical analysis of, except aggregates used in cement concrete 250 method of mechanical analysis of mixtures of sand

or other fine material with, except aggregates used in cement concrete . 214 method of test for abrasion of 187 Portland cement concrete base course 245 Portland cement concrete surface course — 245 shovel run or crusher run, for water-bound base, specification for 254 water-bound base 244

674
Page

Slag, water-bound base or wearing course, specification

for 254, 255 water-bound surface course 245 definition of - 184 method of sampling 184 Portland cement concrete pavement or base, specification

for - - - 243

roofing, requirement for 162 Slag screenings, method of test for apparent specific gravity of- 214 Slag to be used in highways and highway structures, specifi- cation for 256 Slaking test, method for 510

Slate, blackboard, recommendation for .. 196 definition of the term 196 method of flexure testing of (determination of modulus of rupture and modulus of elasticity) 195 method of test for determining the insulating qualities oL 204 method of test for water absorption of 194 plumbing, requirement for 196 roofing, recommendation for 162, 200, 203 structural, for plumbing and sanitary purposes, recommendation for 200 Slate floors, terraces, and walks, specification for 425

Slate roofing, specification for 197 Slate roofs, specification for 430

Slate surfaced asphalt and asbestos prepared roofing, specifica- tion for - 165 Slate surfaced asphalt prepared roofing and shingles, specifica- tion for 165 Slate surfaced asphalt roll roofing and shingles, heavy weight,

specification for 154 method of testing — ... 156 specification for 154

Slates, granular specification for _ 199

Slides, glass, specification for 502 Slop sinks, method of grading 545 Smooth-face brick, recommendation for 586 Smooth-surfaced asphalt roll roofing, method of testing 156 Soapstone for use in plumbing, specification for._ 206

Soffits, tiled 599 Soft pebbles in gravel, method of test for quantity of . 220

Soft tar pitches, method of test for specific gravity of_ _ - 125 Softening point, bituminous materials, method of test for (ring-ball method) 121

fire-clay brick, method of test for 573

tar products, method of test for (cube in water method) . _ 123

Soils, classification and bearing power of 365 subgrade, method of test for the determination of moisture

equivalent of, in the field 366 Solid fuels, classification of 24

test code for 20

Solids in flue gases, quantitative test for 24 Soluble bitumen, test for -- 140 Soluble cutting oil, requirement for 114 Soundness of cement, determination of 291 Soundness of coarse aggregate, method of test for - 244 Spalling action, thermal, method of test for resistance of fine- clay brick to 573 Spatula, porcelain 525

Specific gravity, apparent, approximate, of fine aggregate, method of test for field determination of 239 coarse aggregates, method of test for 214 sand, gravel, stone, or other nonbituminous highway

materials, method of test for 216 sand, stone, and slag screenings and other fine non- bituminous highway materials, method of test for.- 214 stone and other coarse materials, method of test for 252

test for 511 asphalts and tar pitches sufficiently solid to be handled in fragments, method of test for 125 bituminous materials, method of test for 142

definition of 33 lump coke, determination of 30 road oils, road tars, asphalt cements, and soft tar pitches, method of test for _ - 125

true, method for 511

Specific viscosity, method of test for 172 Specifications for

acid resisting asphalt mastic 148 aluminum oxide abrasive cloth 632 application of Portland cement stucco on concrete block and tile walls 300 arches 414

architectural terra cotta 620

artificial bases 376

asbestos high-pressure rod packing 644 asbestos metallic cloth gaskets 643 asbestos metallic cloth sheet packing 641 asbestos millboard 639 asbestos valve stem packing 642 asbestos wick and rope packings 644 ashlar masonry . 473

asphalt, bituminous carpet 147 mineral surfaced roofing 162 unsurfaced built-up roofing

.

163 waterproofing and damp proofing 163 asphalt cement . 146,147 asphalt filler, type B 146 asphalt filler for brick pavements (blown type) 150 asphalt for use in constructing built-up roof.coverings 159 asphalt for use in damp proofing and waterproofing below and above ground level 151

Specifications for—Continued. .rage

asphalt for use in road and pavement construction 145 asphalt macadam base 374

asphalt macadam pavement 402 asphalt macadam surface course 403 asphalt mastic for use in waterproofing 152 asphalt paving blocks 395 asphalt plastic cement 148 asphalt prepared roofing 165 asphalt primer for roofing and waterproofing 1 64 asphalt rag felt sheet roofing and shingles 169 asphalt roll roofing, surfaced with granular talc 154 surfaced with powdered talc , 154 asphalt saturated asbestos felt for use in constructing built- up roofs 158 asphalt saturated rag felt, flashings 160

roofing and waterproofing 160 asphalt saturated roofing felt for use in waterproofing and in constructing built-up roofs. 156 asphalt saturated woven cotton fabric for waterproofing . . 167 asphalt varnish 170

asphaltie concrete base 374

asphaltic concrete binder and surface courses 407

asphaltie concrete surface course, coarse graded aggregate type 404

fine graded aggregate type 405 battery jar - 491,494 bedding course 377 bituminous carpets 174 bituminous grout for use in waterproofing below and above ground level 153 bituminous materials—asphalt for bituminous carpets 147 bituminous carpets 174

fillers - 149 waterproofing materials 151 bituminous sand 220

block, durax granite pavement 208 granite block pavement _ 208

recut granite block pavement 208 brick chimneys with fire clay flue linings , 422 brick house, bricklaying 477 chimneys and fireplaces. 422

ideal construction 419 mortar 310 brick masonry 475 bricklaying 477 brickwork 475 broken slag, binder course, sheet asphalt pavement 256 bituminous concrete, coarse graded aggregate type 254

fine graded aggregate type 255 bituminous concrete base or wearing course 255 bituminous macadam base or surface course 255 bituminous macadam wearing course 254 water-bound base or wearing course 254, 255 broken stone, binder course, sheet asphalt pavement 252 bituminous concrete base or surface course 251, 252 bituminous concrete surface 251 bituminous macadam 250 bituminous macadam base or surface course 251 broken slag, or gravel for bituminous surface treat- ment 240 water-bound base or wearing course 250, 251 water-bound macadam surface course 250 broken stone and gravel roads 245 building brick 583 buildings for railway purposes, architectural terra cotta... 620 brickwork 475

built-up roofing 427

clay hollow tile 614 clay roofing tile 619

concrete architectural stone . 319 concrete roofing tile 320

excavation, filling, and back filling 433

exterior stucco work 298 general conditions 416

glazing 490

lathing and plastering 271 marble and tile work 192 plumbing 199,535 sewers and drainage ._ 453

slate roofing 197 stone masonry and cut stonework .-. 478 built-up roofing 427 burlap saturated with bituminous substances for use in waterproofing 154 burned clay ballast— 209 calcined gypsum __ 263,264

calcined gypsum for use in the preparation of dental

plasters. 264 calcium chloride for dust prevention 173

cast stone 318 cement concrete artificial bases 369 cement concrete battery box 328 cement concrete sewer pipe 464 cement grout filler for semimonolithic brick pavements 342 cement sand bed for semimonolithic brick pavements 378 ceramic whiting 645 chimneys and fireplaces

.

422 clay fire brick, furnaces and annealing ovens 588 marine boiler service 590 stationary boiler service 588 clay hollow tile 614 clay roofing tile 619 clay sewer brick 581 675
Specifications for—Continued. Page

clay sewer pipe 517

coal-tar oil for flooring and paving blocks 181 coal-tar pitch, roofing 179 stone block filler 177 waterproofing and damp proofing 179

coal-tar saturated rag felt for roofing and waterproofing--. 160

coal-tar saturated roofing felt for use in waterproofing and

in constructing built-up roofs.— 179 coarse aggregate... 242 Portland cement concrete pavement or base (stone, slag, or gravel) 243 commercial grades of broken stone, form of 206 commercial sizes, broken stone and broken slag for highway

construction 207 sand and gravel for highway construction 215 common clay brick 584 common sand lime brick 257 communication underground conduit construction 483 compressed asbestos sheet packing 642 compressive strength of Portland cement mortars 294 concrete aggregates 236, 237 concrete and reinforced concrete 317 concrete architectural stone 319 concrete bearing piles 411 concrete brick 318 concrete bridge floors 414 concrete building block and concrete building tile 317 concrete building brick 321 concrete cribbing 317 concrete curb and concrete curb and gutter 441 concrete curb and header 448 concrete drain tile 606 concrete fence posts 336 concrete floors 423 concrete masonry 301 concrete roofing tile 320 concrete sewer, manhole, and catch basin block 448 concrete sidewalks 324 concrete staves 433 concrete swimming pool construction 471 concrete trunking, capping, and supports 331 concrete viaducts... 471 condiments (salt) 658 constructing premolded concrete piles 411 construction of built-up roofing. 164, 180 control of materials for highway bridges 410

creosote oil for priming coat with coal-tar pitch in damp

proofing and waterproofing below and above ground

level. -. 178 curbs 443 cutting oils 114 design and construction of concrete fuel-oil storage tanks. _ 468 drain tile 608 dry rubble masonry 473

electrical conduit construction 481 emery cloth _ 633 excavation, filling, and back filling.. 433 excavation and fill 415

exterior stucco work 298

fillers 149 fine aggregate, Portland cement concrete 235 Portland cement concrete pavement or base 241

fine aggregate asphaltic concrete.. 399

finish coat Portland cement stucco 297

fire clay 513

fire clay brick 591

fire clay refractories for marine service.. 5S6

fire tests of building construction and materials 569

flat glass for glazing purposes 485 flintpaper. _ 631

forty-five-degrees- below-zero-Fahrenheit lubricating oil-.- 106 foundations and substructures 410 foundry coke 27 fuel oils 83 garnet paper --- 632 gas and coking coals _ 25 gasoline 72

glass, airport, and fixed light 485

glass lantern globes and lamp chimneys 501

glass tableware 496

glazing... _ 490 grading 3G6 granite 187 granular slates 199 gravel, bituminous concrete base _. 218 gravel road 218. Portland cement concrete 217 gravel base 377

greases _ 109 ground supported vaults 435 gypsum 262 gypsum molding plaster.. ._ 266 gypsum partition tile 420 gypsum partition tile or block 278 gypsum plaster... 265, 206, 267 gypsum plaster board 276,277 gypsum plastering sand.. 234 gypsum pottery plaster 266 gypsum wall board.. 275, 277 hand lantern globes 498 heavy weight slate surfaced asphalt roll roofing and heavy

weight slate surfaced asphalt shingles 154

Specifications for—Continued. Page

high and low carbon tar cements 178 high and low carbon tar cements for use cold in repair work

(cut-back products) 177 high and low carbon tars for surface treatment, cold appli- cation 174 high bitumen coal-tar pitches for use in damp proofing and

waterproofing below and above ground level 178 high-carbon and high-bitumen coal tar pitches for use in constructing built-up roofs surfaced with slag or gravel.. 179 high-carbon coal-tar pitches for use in damp proofing and

waterproofing below and above ground level 178 hot application 177 highway bridges and incidental structures, arches 414

ashlar masonry 473

asphalt paving blocks — 395 bituminous materials, asphalt for bituminous carpets. 147 bituminous carpets 174

fillers 149 waterproofing materials 151 brick masonry. __ 475

coarse aggregate 242

concrete bearing piles 411 concrete bridge floors - 414

concrete cribbing 317" concrete masonry 301 concrete viaducts 471

control of materials.. 410 dry rubble masonry 473 excavation and fill 415 foundations and substructures 410 monolithic concrete culverts.. - 441 mortar rubble masonry 474 Portland cement 287

railings and parapets 413

reinforced concrete slab and girder bridges 413 riprap 208 rubble or cyclopean aggregate 243 stone for masonry 212 water for use with cement-.. 281 wearing surfaces for bridge floors 413 highway materials, asphalt fillers and cements 146 bituminous sand 220

fine aggregate for Portland cement concrete 235 gravel for Portland cement concrete 217 material 244 mineral filler 253 premolded expansion joints 150

tars and tar cements 174 hollow burned clay fireproofing, partition and furring tile. 618 hollow burned clay floor tile _. 616 hollow burned clayload bearing wall tile 616 hollow clay fireproofing, partition and furring tile 619 hollow clay floor tile 618 hollow clay load bearing wall tile 619 hydrated lime for structural purposes 353, 363 hydrated lime for the manufacture of varnish 360 hydrated lime for use in water treatment 351, 362

ideal construction of a brick house 419 illuminating oils 85,87

installation of metal flashings with bituminous built-up

roofing 141

installation of plastic flashings with bituminous built-up

roofing 141 integral brick curb 447

integral concrete curb 448 integral waterproofing material 316

interior marble 194 Keene's cement 280 labaratory apparatus (laboratory porcelain ware) 523 lath and plaster work 2S0 lathing and plastering... 271 lime plastering — 272 lime stucco 274 limestone, quicklime, and hydrated lime 349 lubricants and liquid fuels, cutting oils. 114 fuel oils 83 gasoline 72

greases 109 illuminating oils 87 lubricating oils 106 methods of test 66 macadam base 370 magnesia asbestos plaster.. 650 magnesia molded pipe covering and blocks 651 manufacture, furnishing, and setting of terra cotta 621 manufacture of reinforced concrete poles 327 marble and tile work 192 masonry cement— 295 materials, cement grout filler for brick and stone block pavements 253 cement mortar bed for block pavements 368 cushion course, brick, stone block, or wood block pave- ment 367

topsoil or sand clay road surface 409 mineral filler 253 sheet asphalt and bitumionus concrete pavement 150 monolithic concrete culverts 441 monolithic concrete sewers 451 mortar rubble masonry 474 motorfuelV 74 motor gasoline 73 natural base 378

676
Specifications for—Continued. Page

natural cement 295 natural gasoline 82 natural or artificial sand clay mixtures for road surfacing.. 408

oil asphalt filler (type A) 146 one-course Portland cement concrete pavements for high- ways 379 one-course Portland cement concrete street pavement 386 overhead line material for 750-bolt direct current, direct suspension 525 paving brick 577 petrolatum for use in impedance bonds 113 petroleum asphaltum 149 petroleum ether 38 petroleum spirits (mineral spirits) 71

pit run gravel ballast 209 plain and rein forced concrete (water-cement ratio method) . 344

plastic fire-clay refractories 592

plastic magnesia cement ... 652 plumbing — 199,535 plumbing fixtures, marble and glass 194 porcelain ware 535

slate 196 soapstone. 206 vitreous ware — 535 polished plate glass 489

porcelain filler button 528 porcelain insulation ._ 526 porcelain jack panel 529 porcelain ware 535 Portland cement 287 Portland cement concrete, plain and reinforced.. 303 Portland cement concrete base 368 Portland cement concrete pavements 389 Portland cement concrete sidewalks 323, 343 Portland cement stucco 299 premolded expansion joints _. 150 primer for use with asphalt in damp proofing and waterproofing below and above ground level 152 quicklime and hydrated lime for the manufacture of silica brick 362 quicklime and hydrated lime for use in the cooking of rags

for the manufacture of paper 361 quicklime and hydrated lime for use in the textile industry. 361 quicklime for structural purposes 352, 364 quicklime for use in the manufacture of sulphite pulp 360 quicklime for use in water treatment 350, 3G2

railings and parapets 413 reclaimed oil 104 reconstructed base course 369 reconstruction of old macadam to serve as base course 371 refined tar for construction 177 refined tar for hot application 177 reinforced concrete, in structures 310

reinforced concrete culvert pipe 336 reinforced concrete poles 332 reinforced concrete sewer pipe 449 reinforced concreteslab and girder bridges 413 required safe crushing strengths of sewer pipe to carry loads from ditch filling 440 riprap 208 road oil for hot application 173

roof coating, asphalt fibrous 168 rubble or Cyclopean aggregate. 243

salt. _._ 658 sand, cement grout filler, brick and stone block pavements _ 235 cement mortar bed for brick, stone block, or wood

block pavement 235 sheet asphalt and bituminous concrete pavement 234 sand filler 235 sand for use in lime plaster 234 sand-lime building brick 257 sewers 453 sewers and drainage 453 sheet asphalt binder and surface courses 406 sheet asphalt paving 395 shoulders _ 367 shoulders, headers, curbs, and gutters 446 shovel run or crusher run broken slag for water-bound

base 254

sieves for testing purposes 1 signal roundels, lenses, and glass slides 502 simplex concrete piles 413

slag to be used in highways and highway structures 256

slate floors, terraces, and walks 425

slate roofing _ 197

slate roofs 430

slate surfaced asphalt and asbestos prepared roofing 165

slate surfaced asphalt prepared roofing and shingles 165

slate surfaced asphalt roll roofing and slate surfaced asphalt

shingles __ 154 soapstone for use in plumbing 206 sponge and pin cups 506 stone ballast 210 stone block pavements 393 stone curb and header 448 stone masonry 212,479 stone masonry and cut stone work 478

street railway track construction 365 structure supported vaults 437 subbase... 367 subgrades and foundations for pavements 371 surfacing materials for bituminous built-up roofing 162

tar cement 174

Specifications for—Continued. Page

tar for surface treatment (cold and hot application) 174

tar for use in repair work 177

tar for use in the maintenance of cracks and for sealing

joints in concrete roads 174

tars for cold application 176 Telford base 370 thermometers for tests 2

tile duct 482

tile work 594 tolerances for asbestos yarns 640 transformer oil 115 transmission lubricating oils 108 truing up old pavements to serve as base course 377 two-course Portland cement concrete pavements for high- ways 384 two-course Portland cement concrete street pavement 388 underdrainage and elimination of water 441 vitreous ware 535

vitrified chinaware 519

vitrified clay conduit 515

vitrified paving brick 585 washed gravel ballast — 209 water for use with cement 281 water gauge and lubricator glasses. 505 waterproof artificial abrasive paper 633 waterproof garnet paper 634 waterproofing materials 151 wearing surfaces for bridge floors 413 woven cotton fabrics saturated with bituminous substances for use in waterproofing.. 153 zero Fahrenheit lubricating oil 104 Specimens of hardened concrete from the structure, method of securing 285

Spirits, petroleum, definition of 32 mineral, specification for 71 Sponge cups, specification for 506

Stall urinals, method of grading 545 Standard for hollow concrete building units. 321 Standard for roofing slate 200 Standard rigs and derricks — 327 Standardized tablet bottles 504 Standards of practice, cement concrete pavements 379 shoulders 367 Staple porcelain (all-clay) plumbing fixtures 535 Staple vitreous china plumbing fixtures, recommendation for. 546 Stationary boiler service, specification for clay fire brick for... 588 Staves, concrete, specification and building regulations for 433 Steam distillation of bituminous protective coatings, method

of test for 137 Steam emulsion of lubricating oils, method of test for 98 Stone, broken, binder course, sheet asphalt pavement, specification for 252 bituminous concrete base or surface course, specifica- tion for 244, 251, 252 bituminous concrete surface, specification for 245, 251 bituminous macadam, specification for 250 bituminous macadam base or surface course, specifi- cation for 251 bituminous macadam surface course 245 bituminous surface treatment, specification for 240 form of specification for certain commercial grades of.. 206 highway construction, specification for commercial

sizes of 207 method of mechanical analysis of, except aggregates used in cement concrete 250 method of mechanical analysis of mixtures of sand or other fine material with, except aggregates used in cement concrete _. 214 method of test for abrasion of 187 Portland cement concrete base course 244 Portland cement concrete surface course 245 water-bound base or wearing course, specification

for 244, 250, 251 water-bound macadam surface course, specification

for 245,250

cast, specification for 318

concrete, architectural, specification for. 319 crushed , for roofiing, requirement for 162 masonry, specification for _ 212 method of sampling 184 method of test for apparent specific gravity and absorption

or free moisture content for... 214, 216, 252 Portland cement concrete pavement or base, specification

for 243 Telford base course and reconstructed base course 244 Stone ballast, specification for 210 Stone block, method of sampling 184 Stone block filler, specification for coal-tar pitch for.. 177 Stone block pavements, specification for... 393

specification for materials for cement mortar bed for 368

specification for materials for cushion course of 367

specification for sand for cement grout filler for 235

specification for sand for cement mortar bed for _. 235 Stone curb and header, specification for— 443 Stone masonry, specification for 478, 479 Stones, precious, classification of 649 Storing specimens of concrete in the field, method of 282

Strain insulators 526

Street pavement, 1-course Portland cement concrete, specifi- cation for.. 386 two-course Portland cement concrete, specification for 388

Street railway track construction, specification for 365

Streets, paved, design of proper foundation for tracks in 367 677
Page

Strength test, drain tile 608 roofing tiles 620 Structural slate, for plumbing and sanitary purposes, recom- mendation for 200 Structure supported vaults, specification for 437

Structures, highway, specification for slag to be used in 256 Stucco, finish coat Portland cement, specification for 297

lime, specification for 274 Portland cement, application of, on concrete block and tile walls, specification for . 300 Stucco work, exterior, specification for 298 Subbase, specification for 367 Subgrade, preparation of 366 Subgrades for pavements, specification for 371 Substructures for bridges, specification for 410 Sulphite pulp, specification for quicklime for use in the manufacture of 360 Sulphur, determination of, for coal and coke 12 Sulphur compounds, corrosive, in gasoline, method of test for detection of 71 Sulphur in gasoline, free, method of test for detection of 71 Sulphur in motor fuels, naphthas, and illuminating oils (lamp method) , method of test for 48 Sulphur in petroleum oils heavier than illuminating oil, method of test for 53 Supports, concrete, specification for 331 Surface, bituminous concrete, specification for broken stone

for 251 Surface course, asphalt macadam, specification for 403 asphaltic concrete, coarse graded aggregate type, specifi- cation for 404

fine graded aggregate type, specification for 405 bituminous concrete, specification for broken stone for 252 bituminous macadam, specification for broken slag for 255

specification for broken stone for 251 sheet asphalt, specification for 406

specification for broken slag for 255 water-bound macadam, specification for broken stone for . 250 Surface moisture in fine aggregate, method of test for field determination of 240 Surface treatment, specification for high and low carbon tars

for . 174,177 Surface treatments with cold bituminous materials 248 Surface treatments with hot bituminous materials - 247 Surfacing materials, bituminous built-up roofing, specifica- tion for 162 granular, test for - 186 powdered, test for 186 Swimming pool construction, specification for 471 Swimming pools, tiled 599 T

Table of permeability test pressures 225 Table of volume corrections for petroleum oils 56 Tablet bottles, standardized— 504 Tableware, glass, specification for _ 496 Talc, granular, specification for asphalt roll roofing surfaced with 154 powdered, specification for asphalt roll roofing surfaced with 154 Tanks, fuel-oil storage, concrete, specification for design and

construction of 468 gravity and pressure, regulations for the construction and

Page

Terms relating to sewer pipe, definition of 439 Terra cotta, architectural, specification for 620

specification for the manufacture, furnishing, and setting

of 621 Terraces, slate, specification for 425 Tests and test methodsabrasion, broken stone, and broken slag 187

gravel 219 rock 182 absorption of concrete 286 apparent porosity 507 apparert specific gravity 511 coarse aggregates 214 sand, stone, and slag screenings and other fine non- bituminous highway materials 214 apparent specific gravity and absorption of stone and other

coarse materials 252 apparent specific gravity and absorption of free moisture

content for sand, gravel, stone, or other nonbituminous highway materials 216

asbestos yarns 640 bituminous emulsions. 136 bituminous mastics, grouts, and like mixtures 133 brick 574 burning quality, kerosene oils 85 long-time burning oil for railway use 89 mineral seal oil 87 carbon residue of petroleum products (Conradson carbon

residue) 100 cloud and pour points of petroleum products 40

coarse particles in bituminous materials by means of elu- triation 138

color of lubricating oils by means of union colorimeter 96

color of petrolatum by means of the union colorimeter 114

color of refined petroleum oil by means of Saybolt chro- mometer 64 compression and tension, of fine aggregate for concrete, methods of making , 242 compressive strength of Portland cement mortars 294 consistency of Portland cement concrete 286

cubic-foot weight, coke 28 crushed bituminous coal 26 decantation test for sand and other fine aggregates 240

detection of free sulphur and corrosive sulphur compounds

in gasoline 71 determination, autogenous ignition temperatures 42 bitumen 117 moisture equivalent of subgrade soils in the field 366 proportion of bitumen soluble in carbon tetrachloride— 135 voids in fine aggregate for concrete 213 determining the insulating qualities of slate 204 discoloration of coatings 140

distillation, bituminous materials suitable for road treat- ment 120 crude petroleum 35

gasoline, naptha, kerosene, and similar petroleum

products 44 natural gas gasoline 72

ductility of bituminous materials 126

electrical insulating oils 115 expressible oil and moisture in paraffin waxes 111

felted and woven fabrics saturated with bituminous substances for use in waterproofing and roofing 130

field determination, apparent specific gravity of fine aggre- 239 vitreous china, method of grading 553 Tar, definition of... 174

refined, for construction, specification for ._ 177

refined, for hot application, specification for 177 Tar-bound base 372 Tar cement, high and low carbon, for use cold in repair work

(cut-back product) , specification for .. 177 high and low carbon, specification for.— 178 Tar for surface treatment, cold and hot application, specifi- cation for 174 Tar for use in repair work, specification for 177 Tar for use in the maintenance of cracks and for sealing joints in concrete roads, specification for 174 Tar pitches, soft, method of test for specific gravity of. _. 125 Tar pitches sufficiently solid to be handled in fragments, method of test for specific gravity of ___ 125 Tar products, method of test for softening point of (cube in water method) 123 Tars, definition of. 183 high and low carbon, for surface treatment, hot application, specification for 177

refined, for hot surface treatments 247 road, method of test for specific gravity of 125 Tars for cold application, specification for 176 Telford base, specification for 370 Tensile strength test for foundry sands 231 Tensile test of baked core sand mixtures 231 Tension test, cement 293

fine aggregate for concrete, method of making 242 Terms relating to gypsum industry, definition of.. 258 Terms relating to hollow tile, definition of 693 Terms relating to lime, definition of 348 Terms relating to petroleum, definition of 32 Terms relating to refractories, definition of 676

approximate percentage of voids in fine aggregate 239

surface moisture in fine aggregate 240

fineness of powdered coal 6

flash and fire points by means of open cup 90

flash point by means of the Pensky-Martens closed tester.. 49

flash point of volatile flammable liquids 43

flexure testing of slate (determination of modulus of rupture and modulus of elasticity) 195

float test for bituminous materials 127 foundry sands 221 gas oils 54 granular surfacing materials 186 gravity of petroleum and petroleum products by means of hydrometer 32 gypsum and gypsum products . 259 hollow burned clay fireproofing, partition and furring tile — 618 hollow burned clay floor tile 616 hollow burned clay load-bearing wall tile 616

loss on heating of oil and asphaltic compounds 119 lubricants and liquid fuels 66 melting point, paraffin wax 110 petrolatum 113 natural gas for gasoline content 74 natural gasoline 82

neutralization number of petroleum products and lubri- cants 99 organic impurities in sands for concrete 213 penetration, bituminous materials.-- -. 118 greases and petrolatum 101 percentage of bitumen insoluble in carbon tetrachloride. . 145 percentage of bitumen insoluble in paraffin naphtha 144 percentage of bitumen soluble in carbon disulphide 143 percentage of residue of desired penetration 71 percentage of shale in aggregate 243

678
Tests and test methods—Continued. Page

porosity and permanent volume changes in refractory materials 572 Portland cement 287 powdered surfacing materials 186 precipitation number of lubricating oils 90 premolded joint fillers - 253 pyrometric cone equivalent 560 quality of water to be used in concrete -- 287 quantity of clay and silt in gravel for highway construction 218 quantity of clay in sand clay, topsoil, and semigravel for highway construction 409 quantity of soft pebbles in gravel 220 refractory materials under load at high temperatures.-. .. 560 residue of specified penetration 135 resistance of fire clay brick to thermal spalling action 573 roofing tiles 620

saponification number 92

shatter, for coke, method of 29 sieve analysis, aggregates for concrete 213 coke 28 crushed bituminous coal 26 sieves 2

size of anthracite 24 smooth surfaced asphalt roll roofing, slate surfaced asphalt

roll roofing and slate surfaced asphalt shingles,. 156 softening point, bituminous materials (ring-ball method). 121

fire clay brick 573

tar products (cube in water method) 123 solid fuels 20 soluble bitumen 140 soundness of coarse aggregate. 244

specific gravity, asphalts and tar pitches sufficiently solid to be handled in fragments 125 bituminous materials 142 road oils, road tars, asphalt cements, and soft tar pitches 125

specific viscosity 172 steam distillation of bituminous protective coatings 137 steam emulsion of lubricating oils 98 sulphur in motor fuels, naphthas, and illuminating oils (lamp method). 48 sulphur in petroleum oils heavier than illuminating oil 53 thermal value of fuel oil 58 toughness, gravel 220 rock 182 tumbler, for coke, method of 29 unit weight of aggregate for concrete 212 vapor pressure... 80

viscosity of petroleum products and lubricants 47 volume change 512 volume of cell space of lump coke 30 water absorption of slate 194 water and sediment in petroleum products by means of centrifuge 39 water in petroleum products and other bituminous materials 38 Textile industry, specification for quicklime and hydrated

lime for use in 361 Thermal spalling action, method of test for resistance of fire clay brick to 573 Thermal value of fuel oil, method of test for 58 Thermometers for tests, specifications for 2 Thief sampling of petroleum products 65 Three edge bearing tests for pipe 338

Tile, clay roofing, specification for 619 concrete building, specification for 317 concrete roofing, specification for 320

drain, concrete, specification for 606, 608

flreproofing, partition and furring, hollow burned clay, specification and test for 618

floor, hollow clay, specification for 616, 618 gypsum partition, specification for 278, 420 hollow, definition of terms relating to 593 hollow building, recommendation for 619 hollow clay, flreproofing, partition and furring, specifica- tion for 614,619 method of setting 595 promenade, requirement for 162

roofing, strength test for 620

wall, hollow clay load bearing, specification for 616, 619 white glazed, recommendation for 600 Tile blocks, segmental 455 Tile duct, specification for 482 Tile work, specification for 192, 594 Tiled ceilings, soffits and sills 699 Tiled floors.. 596 Tiled walls 697 Tolerances for asbestos yarns, specification for 640 Topped crude petroleum, definition of 32 Tops, definition of 32 Topsoil for highway construction, method of test for quantity

of clay in 409 Topsoil road surfaces, specification for materials for 409 Toughness, gravel, method of test for 220 rock, method of test for.. 182 Towers, regulations for the construction and installation of 418 Track construction, street railway, specification for 365 Tracks in paved streets, design of proper foundation for 367 Transformer oil, specification for 115 Transmission lubricating oils, specification for 108

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Transverse bar test of baked core sand mixtures _. 231 Transverse strength, method for.. • 511 Transverse strength test for foundry sands 231 True specific gravity, method for 511 Truing up old pavements to serve as base course, specifica- tion for... 377 Trunking, concrete, specification for 331 Tumbler test for coke, method of 29 Two-course Portland cement concrete pavements for high- ways, specification for. __ 384 Two-course Portland cement concrete street pavement, specification for 388 u

Ultimate chemical analysis of refractory materials, including chrome ores and chrome brick, method of 564 Underdrainage, specification for 441 Underground conduit construction, specification for 483 Unglazed ceramic mosaic, recommendation for 600 Union colorimeter 96 Unit weight of aggregate for concrete, method of tests for 212 United States standard sieve series __ 1 Unsurfaced built-up roofing, specification for asphalt for 163 Urinals, stall, method of grading 545

Valve stem packing, asbestos, specification for 642 Vapor pressure testing method 80 Varnish, asphalt, specification for 170 specification for hydrated lime for the manufacture of 3G0 Vaults, ground supported, specification for 435 structure supported, specification for 437 Viaducts, concrete, specification for 471 Vicat apparatus 290 Viscosimeters, Saybolt 47

Viscosity, definition of 183 petroleum products and lubricants, method of test for 47

specific, method of test for. 172 Viscosity numbers, crank case lubricating oil 108 Vitreous china plumbing fixtures, recommendation for 546 Vitreous ware, specification for 535

Vitrified brick for sewers 454

Vitrified chinaware, specification for _ 519

Vitrified clay conduit, specification for 615

Vitrified paving brick, specification for 585, 586

Vitrified sewer pipe 454 Voids in fine aggregate, concrete, method of test for determi- nation of 213 method of test for field determination of approximate per- centage of 239 Volatile flammable liquids, method of test for flash point of. . . 43 Volatile matter, determination of, for coal and coke 11 Volume change, test for 512 Volume changes in refractory materials, method of test for 572 Volume correction table for petroleum oils, abridged 56 Volume of cell space of lump coke, method of test for 30 W

Walks, slate, specification for 425 Wall board, gypsum, specification for 275, 277 Wall tile, hollow clay load bearing, specification for.. 610, 619 Walls, concrete block and tile, specification for application of Portland cement stucco on 300

tiled 597 Washed gravel ballast, specification for 209 Water, shrinkage and pore, method for 510 Water absorption of slate, method of test for 194 Water-bound base, specification for broken stone for 250, 251 specification for shovel run or crusher run broken slag for. 254 Water-bound base or wearing course, specification for broken

slag for - 254,255 Water-bound macadam surface course, specification for broken

stone for 250 Water-closet bowls, vitreous china, method of grading 553 Waterfor cement grout filler „ 253 Water for gypsum plaster _ 267 Water for use with cement, specification for 281 Water-gauge glass, specification for 505 Water in bituminous emulsions, calcium chloride method for determination of percentage of— 144 Water in lubricants and liquid fuels by centrifuge, test for 67 Water in petroleum products, method of test for, by means of centrifuge 39 Water in petroleum products and other bituminous materials, methodoftestfor. 38 Water of plasticity, method for 512 Water to be used in concrete, method of test for quality of 287 Water treatment, specification for hydrated lime for use in_. 351, 362

specification for quicklime for use in 350, 362 Waterproof artificial abrasive paper, specification for 633 Waterproof garnet paper, specification for 634 Waterproofing, specification for asphalt for _ 163

specification for—

asphalt mastic for use in 152 asphalt primer for 164 asphalt saturated rag felt for 160

100925°—30 44 679
Waterproofing—Continued. Page

Specifications for—Continued.

asphalt saturated roofing felt for use in 156 asphalt saturated woven cotton fabric for 167 burlap saturated with bituminous substances for 154

coal-tar pitch for 179

coal-tar saturated rag felt for 160

coal-tar saturated roofing felt for use in 179 woven cotton fabrics saturated with bituminous substances for use in 153 Waterproofing below and above ground level, specification for asphalt for use in 151

specification for—

bituminous grout for use in 153 creosote oil for priming coat with coal-tar pitch in 178 high-bitumen coal-tar pitches for use in 178 high-carbon coal-tar pitches for use in 178 primer for use with asphalt in 152 Waterproofing material, integral, specification for__ 151, 316 Wax, paraffin 113 method of test for expressible oil and moisture in 111 method of test for melting point of 110 Wearing course, bituminous macadam, specification for broken

slag for 254

specification for broken slag for 254

specification for broken stone for 251 water bound, specification for broken slag for 255 Wearing surfaces for bridge floors, specification for 413 Weathered crude petroleum, definit ion of 32 Weight, unit, of aggregate for concrete, method of test for 212 Wheels, grinding, crank shaft 623 recommendation for 623

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White glazed tile, recommendation for 300 Whiting, ceramic, specification for 345 Wick feed test 37 Wick packings, asbestos, specification for 544 Window glass 487 Wire diameter, requirement for 1 Wire glass ~ 488 Wire rope for mines 108 Wood block pavement, specification for materials for cement

mortar bed for 388

specification for materials for cushion course of 387 specification for sand for cement mortar bed for 235 Woven cotton fabric, asphalt saturated, for waterproofing,

specification for 187 Woven cotton fabrics saturated with bituminous substances

for use in waterproofing, specification for 153 Woven fabrics saturated with bituminous substances for use in waterproofing and roofing, method of testing 130 Y

Yarns, asbestos, specification for tolerances and test methods

for 640 Young, Sydney, equation for correction for barometric

pressure 47 Z

Zero Fahrenheit lubricating oil, specification for 104 o

680