Bulletin No. 3 Series R, Structural Materials, 3

DEPARTMENT OF THE INTERIOR 

UNITED STATES GEOLOGICAL SURVEY

GEORGE OTIS SMITH, DIRECTOR.

PORTLAND CEMENT MORTARS AND THEIR 

CONSTITUENT MATERIALS

RESULTS OF TESTS

MADE AT THE

STRUCTURAL-MATERIALS TESTING LABORATORIES 

FOREST PARK, ST. LOUIS, MO., 1905-1907

BY

RICHARD L. HUMPHREY

WILLIAM JORDAN, JR.

WASHINGTON

G O V K It N M 10 JM T PRINTING OFFICE

1908

CONTENTS.

 Page.

Introclnctiou_________ _________________________ 1

General statement __________________________________ 7

Nature and extent of the investigations____________'. ________ 7

Scope of the work___________________________ 7

llegister numbers____________________________ 8

Outline of tests ____ _____________ 8

Tests of strength______________________________ 8

Storage _________________________ _ ___ 8

Tension _________________ ___ _____ 8

Compression _______________________________ 8

Transverse _______________-______-_.._________ 9

Results of tests_1__________.._______._______ 9

Tests of cement___________________..________ ____ 9

Individual brands and typical Portland cement.._________.__ 9

Acknowledgment of donations. ___________. _________ 9

Method of tests_____________________________ 9

Selection of samples______..________L _________ 10

Mixing of typical Portland cement____ _____..______ 10

Chemical analyses__________________..______ 10

Physical determinations___________________________ 12

Method _________________________. ______ 12

Specific gravity_____..________:_______'. ____________ 22

Time of setting_________________1___________ 22

Fineness ___________.._______________________ 22

Constancy of volume______.._________________ 22

Tensile strength ________________________._____ 22

Effect of age on tensile strength__________. _________ 23

Compressive strength__________________________ 24

Effect of age on compressive strength________________ 25

Percentage of gain in strength_____..___,__.._______ 26 

. . Strength tests of typical Portland cement used in tests of mortars

of sand, of gravel screenings, and of stone____________ 34

Method of tests_____________________________. 34

Tensile strength.________________________i_____ 35

Compressive strength__._______________________ 37

Transverse strength__________________________ 39

Lapse of time between first and last molding____________ 42

Sands and sand mortars _____________ __ 42

Acknowledgment of donations ___________________ 42

Method of collection __________________ _ _ _____ 42

Descriptions of sands___._________________ ___ 43
IV CONTENTS.

Sands and sand mortars Continued. Page.

Physical tests of sands____________________________ 53

Method_______________________________'___ 53

Grauularmetric analyses __________________ ____ 5!>

Grannlarmetrlc curves_________________________ 53

, Comparison between measured and computed voids ____ 55

Uniformity coefficient __________________________ 55

Physical tests of sand mortars_____________________ 56

Method_____________________________________ > 56

Tensile strength ____________________________ 57

Compressive strength__________________________ 57

Transverse strength_...__ __..____..___________ 57

Sumary of sand-mortar tests________..________._ 57

Density __________..______________ ._____..________ 58

Gravel-screenings mortars______________...___________ 79

Acknowledgment of donations ______^________________ 79

Method of collection____________!_..____ ______...___ SO

Descriptions of gravel screenings _____________...._____ SO

Physical tests of gravel screenings_________..______..___ 86

Method _________________________-__________ 86

Grauularmetric analysis_.____..._.._____.._________ 86

Grauularmetric curves_____________:__ _________ 86

Comparison between measured and computed voids________ 87

 Uniformity coefficient________________ __________ 87

Physical tests of gravel-screenings mortars_________________ 87

Method ________________ -______-______'____ 87

Tensile strength__________________________ 88

Compressive strength________________________ 88

Summary of gravel mortar tests______._________...__ 88

Density __________________________.._______.._ 88

Stone-screenings mortars.__________..___._____.._______ 92

Acknowledgment of donations_______________________ 92

Method of collection_________..______________.___ 93

Descriptions of stone screenings______________________ 93

Physical tests of stone screenings_________________.._ 106

Method_________________________________.__ 106

Granularmetric analysis_______________________ 106

Granularmetric curves_________________________ 106

Comparison'between measured and computed voids__ _____ 106

Physical tests of stone-screenings mortars_________________ 107

Method____________________.._____________ 107

Tensile strength________________._____________ 107

Compressive strength___________.._____________ 108

Transverse strength___________________________ 108

Summary of stone-screenings mortar tests_____________ _ 108

Density ___________________________________ 109

Index___________________________________________ 125
TABLES.

Page.

TABLE I.' Chemical analyses of seven Portland cements and resulting mixtures _____________________________ 11

II. Physical tests of seven Portland cements and resulting 

mixtures:

a, Physical properties ___________. _._____ 13 

6, Tensile strengths ____________________ 16 

c, Compressive strengths _________________ 19

III. Gain in tensile strength of neat cement from 7 to 28, 1 to 00,

7 to ISO, and 7 to 360 days_________________^._ 28

IV. Gain in tensile strength of 1:3 standard-sand mortar from

. 7 to 28, 7 to 90, 7 to 180, and 7 to 360 days__________ 29

V. Gain in compressive strength of neat cement from 7 to 28, 7

to 90, 7 to ISO, and 7 to 360 days_______________ 31

VI. Gain in compressive strength of 1: 3 standard-sand mortar

from 7 to 28, 7 to 90, 7 to ISO, and 7 to 360 days______ 32 

VII. Strengths of typical Portland cement used in mortar tests:

a, Tensile __________________________ 36 

Z>, Compressive _________________________ 37 

c, Transverse __________________________ 41 

vrir. Physical properties of sands 1-22, gravel screenings 1-12, and

stone screenings 1-25______________________ 59

IX. Strength of the mortars of 22 sands:

a, Tensile ____________________________ 62

6, Compressive____.._____ ______________ 67

c, Transverse__________ __________ __ 73

X. Chemical analyses of silt contained in 17 sands, 11 gravel

screenings, and. 24 stone screenings______________ 77

XI. Uniformity coefficient of 22 sands, and 12 gravel screenings_ t 78 

XII. Average physical properties of 22 sands, 12 gravel screenings,

and 25 stone screenings and their mortars_________ 78

XIII. Strength of the mortars of 12 gravel screenings:

a, Tensile _____________________________ 89 

I), Compressive _________________________ '.)!

XIV. Strength of the mortars of 25 stone screenings:

a, Tensile _____________________________ 109 

I), Compressive_________________________ 115 

c, Transverse __________ ________ __ 121
ILLUSTRATIONS.

PLATE I. River sands, samples 1, 2, and 3____..._________..___ 40

II. Bank and river sands, samples 4, 5, and 6____________ 42

III. Bank sands, samples 7, 8, and 9_________:_ _..____ 44

IV. Sands and mixtures, samples 10, 11, and 12 ___________ 46

V. Bank and river sands, samples 13, 14, and 15__________ 48

VI. River and bank sands, samples 16, 17, and IS__________ 50

VII. Bank and river sands, samples 19, 20, and 21___________ 52

VIII. A, River sand, sample 22; B, Standard Ottawa sand; C, Bar

gravel screenings, sample 1____________________ 51

I.. Bar and bank gravel screenings, samples 2, 3, and 4_______ 80

X. Bank gravel screenings, samples 5, 6, and 7____________ 82

XI. Bank, river, and lake gravel screenings, samples S, 9, and 10_ .84 

XII. Bank gravel screenings, samples 11 and 12; limestone screenings, sample 1___________________________^_ . 86

XIII. Limestone screenings, samples 2, 3, and 4_____________ 94

XIV. Limestone screenings and chats, samples 5, 6, and 7______ 96

XV. Chats, samples 8, 9, and 10_____________________ 98

XVI. Limestone screenings, samples 11, 12, and 13____________ 100

XVII. Limestone screenings and chats, samples 14, 15, and 16______ 102

XVIII. Granite and limestone screenings, samples 17, 18, and 19___ 104

XIX. Stone screenings, samples 20, 21, and 22_____________ 106 

XX. Limestone screenings, samples 23, 24, and 25___________ 108 

!Fio. 1. Curves showing variation of tensile strength with age of neat

cement____________________________________ 23

2. Curves showing variation of tensile strength with age of 1: 3

standard-sand mortar__________________________ . 24

3. Curves showing variation of compressive strength with age of

neat cement____:______________________ -_ 26

4. Curves showing variation of compressive strength with age of 1:3

standard-sand mortar _____ 34

5. Gain in tensile and compressive strengths of neat cement and 1:3

standard-sand mortar_______,____ _____ 34

6. Curves showing variation of tensile strength with age of typical

cement_______.__1 _ ___ _ _ ____ 35

7. Curves showing variation of compressive strength with age of

typical cement ____. _ _____^_ 39

8. Curves showing variation of transverse strength with age of

typical cement ____-_ _ _-___ 40

9. Granularmetric analysis curves for sands 15, 21, 17, and 10 : 45

10. Granularmetric analysis curves for sand 1, IS, 14, and 7 _ 48

11. Granularmetric analysis curves for sands 22, 6, 2, and 5____ 50

12. Granularmetric analysis curves for sands 20, 3, 9, 11, and 19 __ 52

Yi
ILLUSTRATIONS. VI r

Page. 

Pio. 13. Grannlarmetric analysis curves for sands 8, 12, 13, 4, and 16__ 54

14. Granularmetric analysis curves for gravels 4, 12, 10, and 2___ 81

15. Grauularmetric analysis curves for gravels 5, 6, 11, and 1_____ 83 

1C. Grauularmetric analysis curves for gravels 3, S, 0, and 7_____ 85 

17. Granularmetric analysis curves for stone screenings 21, 11, 19,

and 3 _______________________________i_ 94 

IS. Grauularmetric analysis curves for stone screenings 12, 16, 1,

and 2 __________________________________.__ 96

19. Granularmetric analysis curves for stone screenings 13, 22, 25,

and IS________________________________. _. 98

20. Granularmetric analysis curves for stone screenings 10, 7, 17,

and 8______________________r ____________________ 100

21. Granularmetric analysis curves for stone screenings 9, 20, 14, and

23 ________________:____________________ 102

22. Granularmetric analysis curves for stone screenings 6, 4, 15, 5,

and 24._________________..____________ 105

ABBREVIATIONS USED IN REGISTER NUMBERS.

Ct.=cement. Sd.=sand.

Cr.=cinder. Se.=stoue.

Gl.=gravei. Sg.=slag.

INTRODUCTION.

By JOSEPH A. HOLMES.

/ 

The records here reported are based on 25,000 tests, extending over

more than one year of active field and laboratory work. The report 

may be divided into two parts the first dealing with tensile, compressive, and other tests, including chemical analyses of Portland 

cement of different brands donated for the purpose, and of the mortars mixed therewith in which a standard sand was used; the second 

dealing with tests of mortars prepared by mixing typical Portland 

cement with 22 sands, 12 gravel screenings, and 25 stone screenings, 

procured from different parts of the United States and mixed in 

different proportions.

In order that tests extending over a period of years might be made 

with a relatively uniform cement, a quantity of Portland cement of 

seven different brands was obtained by donation. An equal amount 

of each of these brands was mixed together to form a typical Portland cement, and the mixture was stored away in air-tight cans 

(p. 10). Tests made to determine the quality and variation of the 

typical Portland cement were conducted in great detail both on the 

neat individual brands and the typical mix, and on 1:3 cement mortars made therefrom with standard sand.

The results of the tests showing variation in tensile strength with 

age of neat cement indicate clearly that the typical mix reached 

maximum tensile strength in 90 days, or at the same period at which 

this strength was reached by the separate brands; that it maintained 

the highest tensile strength for a period as long as that of the best 

of the individual brands, viz, to 180 days, and that the diminution 

in tensile strength thereafter to one year and beyond was less than 

for some brands and no greater than for the best (p. 23).

The tests of the standard-sand mortars showed maximum tensile 

strength of the mix at 90 days, or about the same as for the individual 

brands; more rapid falling off in tensile strength for the mix up to 

180 days than for the individual brands; but an actual gain in 

strength beyond 180 days for the mix, as compared with a falling 

off for the separate brands (p. 24).

1
2 INTRODUCTION.

In the compressive tests the typical mix showed a rapid rise in 

strength, as did the individual brands, up to 90 days, and a less rapid 

but continual increase in compressive strength to the 360-day period 

for the mix as compared with some of the brands, four of which 

showed little or no gain in compressive strength after 180 days 

(p. 26).

Compressive tests of the 1: 3 standard-sand mortars showed a more 

rapid gain up to 180 days for the typical mix than for the separate 

cement brands, and continued increase in compressive strength beyond 

180 days for the mix, as against a less ratio of increase for several of 

the individual brands tested.

The general indications of these tests are that a cement exhibiting 

greater uniformity of behavior is likely to be procured by making 

a typical mix of several brands than by the use of any one standard 

brand of cement.

It should be borne in mind, however, that this statement is applicable only to the typical mixes used in these tests, and that it is 

possible that other mixtures of Portland cements might not yield 

the same results, but would show entirely different characteristics. 

Results of further investigations along these lines will be reported as 

soon as they become available.

A study of the percentage of gain.in strength exhibited by the 

various cements and cement mortars tested shoAvs the very important 

fact that though the cements may test low or high at 7 days, and 

though there may be varying percentages of increase during the four 

periods from 7 days to one year, yet after the 180-day and the 360- 

day tests the strengths of all the standard-sand mortars were reasonably close one to another. This indicates that early strengths may 

vary considerably without seriously affecting the later strength of the 

cement or mortar (p. 33).

The purpose of the investigations of the constituent materials of 

mortar was to ascertain as far as possible the properties of such 

materials collected in different parts of the United States. It is 

believed that the results of these tests made on material obtained near 

the large commercial centers of the country will indicate clearly to 

users of cement and of concrete where they may most conveniently 

arid cheaply procure the requisite sand, gravel, etc., and how these 

should be mixed to attain the best result in tensile or compressive 

strength for each group of constituent materials.

A study of- the data in this part of the report should afford means 

of determining the probable strength of mortar made from materials 

having similar properties, though gathered in different parts of the 

country, and should aid the constructor to decide which of the three 

materials sand, gravel, or broken stone screenings Avill best serve 

his purpose.
INTRODUCTION. $

The tests whose results are here presented were made on mortars 

using different proportions of the typical Portland cement and 

sands, gravel screenings, and stone screenings collected in various 

parts of the country, the properties of which are discussed in the 

earlier part of the bulletin. The report describes the material; the 

locality of its occurrence,.and the methods of screening, grading, etc., 

employed. The relative proportion of larger or sm'aller particles 

in the materials tested is not only described in detail and diagram- 

. matically, but is well illustrated by reproductions of photographs 

made to exact scale.

Considering these tests in respect to the percentage of voids, it 

appears that the tensile strength decreases with the increase of void 

spaces. The strength of the mortars is invariably much greater when 

made from sands having a small percentage of voids than when 

made from sands having a large percentage. The strength of mortars of different proportions is also greater for those sands which 

have a small percentage of voids. This condition is the same in 

regard to both tensile strength and compressive strength, and indicates that the greatest strength can be obtained by the use of mortar 

in which the sand is uniformly graded. The same is true of tests 

of transverse strength, except that the difference is not so marked 

as in the tensile and compressive tests (p. 57).

The tests show a greater uniformity in general when made at the 

end of 180 days than when made for shorter periods. The early 

strength appears to be easily affected by alteration in environment^ 

and the regularity in strength for the earlier periods appears to 

depend on the nature of the cement.

In tests of density of mortar, it appears that the density values 

are greatest for the least percentage of voids, and that the weight 

per cubic foot and the strength are greatest under the same conditions (p. 58).

In the tests of mortars made with gravel screenings only that 

material which passed a |-inch screen was used, and this amounted 

as a rule to less than 40 per cent of the sample received at the laboratory. As in the description of; tests of mortars made with sand> 

complete details are given of the diameter of the particles in inches, 

with numbers of sieves passed; of the place in which samples were 

taken; and of physical and chemical tests. In these tests there is 

apparently a greater lack of uniformity in the increase of strength, 

probably owing to physical differences in the gravel screenings. In 

general the tensile strength seems to increase with the decrease in 

percentage of voids (p. 88). This is also true of the -compressive 

strength. There was great irregularity in the results of the tests 

on account of the difficulty in obtaining a thoroughly uniform mass, 

especially when the material was composed of coarse grains of ap-
4 . INTRODUCTION.

proximately one size. In this case it invariably happened that the 

cement and gravel screenings occurred in many of the test pieces in 

streaks, the cement accumulating on one side of the neck of the test 

briquet, thus reducing the active section and possibly furnishing one 

element of weakness (p. 88).

The tests of stone screenings collected in different parts of the country were made in the same manner as those described for sand and 

gravel screenings. Samples were also collected as described for the 

other tests. The results of these tests showed that in general the mortars made from screenings that are most nearly uniform in grading 

have greater strength than those made from the finer screenings, 

farthest removed from uniform grading. Also the strength of mortars made from the samples having a lower proportion of voids is 

greater than that of mortars made from screenings in which the voids 

are greater. This appears to be true also of the compressive tests, in 

which the strength of the mortar is greater for samples most uniform 

in grade. As shown by these tests the transverse strength does not 

vary much after ninety days (p. 108). The tests indicate that no definite law can be given by means of which the strength of mortars made 

from stone screenings can be approximately foretold from the mechanical conditions,. because the strength of the stone itself from 

which the screenings are derived has an important bearing on the 

strength of the resulting mortar. The same tendency was observed in 

the stone-screenings mortars as in the gravel-screenings mortars for 

the cement to concentrate at one or more parts of the test-briquet sections.

This report is the third of a series now in process of publication by 

the technologic branch of the Geological Survey. It is preliminary to 

a group of reports which describe in detail the results of tests of various structural forms made of concrete and reenforced concrete at the 

structural-materials testing laboratories of the Survey at St. Louis. 

The first volume of this series is Bulletin No. 324, a report on the effects of the San Francisco earthquake and fire on structures and 

structural materials. Bulletin No. 329, the second of this series, describes in detail the organization, equipment, and methods of test 

adopted at these laboratories. The present bulletin, as summarized 

above, describes the investigations leading to the adoption of a typical Portland cement for testing purposes and the tests of mortars 

made by mixing sand and its substitutes gravel and broken stone 

screenings with such typical cement, as an experimental study in the 

progress of the survey of the constituent materials of cement mortars 

and concrete in the United States.

A succeeding bulletin will describe tests of the solid stone from the 

same quarries as those from which were obtained the stone screenings 

on which the tests described in this volume were made. These re-
INTRODUCTION. . 5

suits may afford some basis for comparison of the relative values of 

mortars made from the stone screenings described herein. Other 

reports will deal with the results of tests of the constituent materials 

of concrete as distinguished from those of mortars, and with the results of additional tests of the constituent materials of mortars. 

These papers will be followed by a preliminary report of the results 

of tests of plain concrete beams and of cement-mortar building blocks. 

The same constituent materials have also been assembled in the form 

of reenforced concrete beams, reenforced concrete slabs, and plain and 

reen forced concrete columns, many tests on which have already been 

completed, and the results are now in preparation for publication. 

Other reports in this series will include results of investigations of 

shear and the modulus of elasticity in tension and compression.

Parallel with this series of reports of the results of tests being 

made at the St. Louis laboratories there is to be published a report 

on the results of a series of tests made in the testing laboratories 

of various technological institutions. These tests were made in 

cooperation with the structural-materials laboratories of the United 

States Geological Survey and the joint committee on concrete and 

reenforced concrete of the engineering societies.

In the supervision of the tests herein described and in the preparation of the report Mr. Richard L. Humphrey, engineer in charge, 

has had the constant active assistance of Mr. William Jordan, jr., 

assistant engineer.

PORTLAND CEMENT MORTARS AND THEIR CONSTITUENT 

MATERIALS: RESULTS OF TESTS, 1905-1907.

By RICHARD L. HUMPHREY and WILLIAM JORDAN, JR.

GENERAL STATEMENT. 

NATURE AND EXTENT OF THE INVESTIGATIONS.

Scope of the work. A report on the results of the series of approximately 35,000 tests made at the structural-materials testing laboratories, Forest Park, St. Louis, Mo., of a number of sands, gravel and 

stone screenings, .gravels, and crushed stone customarily used in cement mortars and concretes will be contained in two bulletins, the 

present volume dealing with investigations of these materials as constituents of mortar, and a later one as constituents of concrete.

These materials were collected in many different parts of the 

United States and were shipped to the laboratories in double sacks 

in order to avoid losing any fine material. At the time the samples were collected a report was made on tlie nature of the supply, 

the location, .the approximate extent of the deposit, the manner of 

handling, and the market supplied.

The equipment and methods used in making these tests are fully 

described in Bulletin No. 329. The present bulletin contains the results of approximately 25,000 tests of 22 sands, 12 gravel screenings, 

and 25 stone screenings in the form of mortar, using different proportions of typical Portland cement (a mixture of seven different 

brands).

The purpose of the investigations of the constituent materials of 

mortar is to ascertain as far as possible the properties of the materials collected in different parts of the country, and to establish the 

relation existing between the unaltered materials and the mortars in 

which they are used.

It is hoped that these tabulated data will afford a means for determining the probable strength of mortar made from materials having 

similar properties, and thus eliminate the delay in practical work

7
8 TESTS OF 'MATERIALS OF CEMENT MORTABS.

incident to testing the materials which are to be used. It will also 

afford a means of comparison of materials used in different parts of 

the country.

Register numbers. Each sample of material received at the laboratories was given a register number, a record of which was made and, 

filed in a card index. This register number, by which the sample 

was known, was so chosen that it indicated the nature of the material^ 

For example, the material was represented by the first and last letters of its name, thus: " Ct." stands for cement, " Sd." for sand, " Gl.n 

for gravel, " Cr." for cinder, " Sg." for slag, " Se." for stone. The. 

first sample of cement was called " Ct. 1," the next " Ct. 2," etc.. 

When a number of brands of cement were mixed, the mixture was; 

given a number, and each sample taken from that mixture Avas giA^en. 

a subnumber; thus the second mix of cement Avas called "Ct. 133,"' 

and the first sample from that mix Avas called " Ct. 133-1," the second " Ct. 133-2," etc.

Outline of tests. The Portland cement used in these investigations; 

Avas tested for its physical properties, including its tensile an.d 

pressive strength neat for 1, 7, 28, 90, 180, and 360 days; ai}d. 

three parts of standard OttaAva sand for 7, 28, 90, 180, and 300 days.

Portions of the sands, gravel screenings, and stone screenings, all of 

which passed a ^-inch screen, AA^ere sifted through Nos. 10, 20, 30, 40,, 

50, 80, 100, and 200 sieves; they Avere mixed Avith typical Portland 

cement in proportions of 1:3 and 1:4, and tested for tensile^ compressive, and transverse strength at 7, 28, 90, 180, and 360 days.

In addition, Avhen there was sufficient material of approximately 

one size, say betAveen Nos. 20 and 30 sieves or bet\veen Nos, 30 and 4Q» 

sieves, tests of strength for the same periods Avere made oil \vhat is; 

designated in this bulletin "1:3 one-size " mortar.

TESTS OF STRENGTH.

Storage. The test pieces Avere stored in a moist closet for 24 hours 

prior to removal from the molds, and Avere then immersed in running 

water, maintained at approximately 70° F., until tested.

Tension. The briquets for the tests of tensile strength are of 

standard form, approximately 1 square inch in section.

The Fairbanks cement-testing machine, Avhich is used in testing 

these briquets, has clips Avith rear horizontal straps for adjusting and. 

is provided Avith roller bearings. Less than 1 per cent of all briquets; 

tested at the laboratories have broken in the clips the great majority 

of the test pieces breaking fairly in the center.

Compression. The test pieces for tests of compressive strength are 

2-inch cubes and are tested generally in a 40,000-pound hyd.rau.liQ
"TESTS OF CEMENT. , 9.

hand-operated machine; the other cubes, especially of neat cement, 

were tested in a 200,000-pound motor-driven screw machine.

The values given in the tables of the tests of compression are in 

pounds per square inch, and were found by dividing the total load on 

a test piece by its area, taken at 4 square inches.

Transverse. Transverse test pieces are 1 inch square in cross section and 13 inches long, and were tested on a span of 12 inches. The 

surfaces .in contact with the vertical sides of the mold were placed 

in a horizontal position in the testing machine, in order to insure a 

uniform depth of 1 inch.

.Only the breaking load applied at the center of the span was recorded. The values given in the tables are the moduli of rupture in

Me pounds per square inch, determined from the formula s=--p

In the present case M = 3 W (inch-pounds), c=i inch and 1=^; 

therefore

That is, the value given in the table is in every case just 18 times the 

breaking load.

Results of tests. The results of tests are given in tables and shown 

graphically wherever possible.

TESTS OF CEMENT. 

INDIVIDUAL BRANDS AND TYPICAL PORTLAND CEMENT.

Acknowledgment of donations. The cement used in these investigations was generously donated by the following companies :

Alpha Portland Cement Company, Alpha, N. J. 

Atlas Portland Cement Company, Hannibal, Mo. 

Bonneville Portland Cement Company, Siegfried, Pa. 

Tola Portland Cement Company, lola, Kans. 

Lehigh Portland Cement Company, Mitchell, Ind. 

Sandusky Portland Cement Company, Sandusky, Ohio. 

Vulcanite Portland Cement Company, Vulcanite, N. J.

Method of tests. The seven brands of cement were first tested 

separately, and afterwards thoroughly intermixed and the mixtures 

carefully tested. This procedure was followed in order to determine 

the relation between the properties of the individual brands and the 

properties of the mixtures made from them. It was found that the 

difference was so slight that in subsequent investigations the different 

brands of cement were thoroughly mixed as soon as received, and the 

mixture is called " typical Portland cement." 

10715 Bull. 331 08 2
10 TESTS OF MATERIALS OF CEMENT MORTARS.

Selection of samples. The complete series of determinations of the 

physical properties of each brand necessitated a sample of 70 pounds 

from each barrel, and in order to get a representative sample the 

barrelful was spread on a concrete floor in a uniform layer over a 

space of about 8 square feet. This was marked off into 25 squares, 

and a portion from each square was taken in such amount as to give 

a 70-pound sample. Each of the 70-pound samples was spread over 

an 8-foot square and divided into 25 squares in the same manner as 

the larger samples, and a portion sufficient to give a 2-pound sample 

was taken from each of the smaller squares. This sample, which was 

given the sample register number, was placed in a glass jar and 

reserved for chemical analysis. This procedure gave a 68-pound 

sample for the physical test and a 2-pound sample for chemical 

analysis from each barrel.

Mixing of typical Portland cement. The next step was to take 1 

barrel (less the 70 pounds extracted) from each of the seven brands 

 and thoroughly mix them together in a cubical mixer. This mixture 

was dumped on a concrete floor and spread in a layer of even thickness over about 8 square feet and was divided into 25 squares, from 

each of which sufficient cement was taken to make a 70-pound sample. 

The 70-pound sample from each mixture was given a register number 

and was used in the tests to represent the mixture from which it was 

taken. This operation was repeated ten times, since there were 10 

barrels of each brand.

After the 70-pound sample had been taken from each mixture the 

balance was stored in hermetically sealed galvanized-iron cans, each 

of about 800 pounds capacity. In subsequent tests made with this 

mixed cement the 70-pound sample in each case is referred to as the 

" mix," while the mixture itself is called " typical Portland cement."

Chemical analyses. The 2-pound sample taken from each barrel 

and from each mix of 7 barrels was very carefully analyzed for 

silica, alumina, ferric oxide, lime, magnesia, and sulphuric anhydride. In these analyses the methods recommended by the committee 

on uniformity in the technical analysis of materials for the Portland 

cement industry of the New York section of the Society for Chemical 

Industry were used, with the following exceptions: The silica was 

not purified with HF1 and H2 SO4 ; the precipitated iron and aluminum hydrates were dissolved in dilute HNOa instead of dilute HC1; 

the ignited CaO was dissolved in dilute HC1 before precipitation; 

the magnesium was precipitated from a HNO3 solution the second 

time; lastly, the SiO2 was not determined in the ignited (FeAl) 2O3 .

The results of the chemical analyses are given in Table I. The 

seven different brands are designated A, B, C, D, E, F, and G, and 

at the close the 10 mixes are indicated,
TABLE I. Chemical analyses of seven Portland cements and resulting mixt

Brand.

D

Register No.

fCt. 1 ........

Ct. 2........

Ct. 21.......

Ct. 55 .......

Average . . 

Ct. 3........

Ct. 7 ........

Ct. 22 .......

Ct. 35 .......

Ct. 42 .......

Ct. 56 .......

Ct. 63 .......

Average . .

Ct, S ........

Ct. 24 .......

Ct. 27. ......

Ct. 50. ......

Average . .

Ct. 5 .:...... 

Ct. 9........ 

Ct. 16 ....... 

Ct. 25 ....... 

Ct. 30 .......

Ct. 37 ....... 

Ct. 44 ....... 

Ct. 51....... 

Ct. 58....... 

Ct. 65 .......

Average . .

SiOj.

22.03

22.12

22.19

21.80

21.75

21.90

21.87

22.14

21.99

21.99 

20.86

20.96

21.05

20.56

21.04

20.34

20.21

21. 11

20.86

20.75

20.83

21.08

21.04

20.84

21.31

20. 60

21.01

20. 95

20. 52

20. 66

20.88

21.56 

21.50 

21.65 

21.38 

21.93

21.57 

21.93 

21.33 

21.56 

21.68

21.61

Al,03.

7.72'

7.43

7.15

7.01

7.09

6.97

6.82

7.56

7.45

7.15

7.24 

7.76

7.48

7.60

7.67

7.48

7.96

8.07

7.19

7.95

8.02

7.72

8.38

8.08

7.89

7.70

8.27

7.75

7.98

7.63

7.68

7.91

8.48 

8.27 

8.34 

8.42 

7.46

8.01 

7.46 

7.55 

7.82 

7.48

7. 88

Fe203.

3.26

3.23

3.35

3.66

3.56

3.48

3.57

3.23

3.23

3.33

3.39 

2.38

2.63

2.53

2.48

2.63

2.72

2.57

2.67

2.67

2.68

2.59

2.49

2.73

2.58

2.78

3.07

2.58

2.57

2.53

3.07

2.57

2.69

3.11 

3.23 

2.97 

2.87 

3.23

3.37 

3.23 

3.16 

3.26 

3.42

3.18

' CaO.

. 62. 66

62.33

62.60

62.45

62.68

62.51

62.59

62. 45

62.47

62.53

62.53 

62. 92

62.60

62.64

62.53

62.66

62.79

63.05

62.77

62. 77

62.75

62.75

63.23

62.92

63.32

62.92

63.20

63.03

63.03

62.51

62.89

62.79

62.98 

62.41 

62.43 

62.46 

62. 58 

62.64

62.62 

62.64 

62.49 

62.65 

62.69

62.56

MgO.

2.42

2.28

2.44

2.47

2.32

2.25

2.34

2.42

2.48

2.37 

2.51

 2.56

2.33

3.08

2.49

2.35

2.41

2.62

2.85

2.88

2.61

3.20

3.13

3.19

2.82

2.54

2.86

2.67

2.78

2.69

2.62

2.85

2. 21' 

2.21 

2.64 

2.27 

2.46

 2.17 

2.40 

2.45 

2.43 

2.46

2.37

S03.

1.13

. 1.21

1.14

1.27

1.14

1.23

1.14

1.27

1.15

1.23

1.19 

1.61

1.70

1.60

1.75

1.57

1.61

1.74

1.71

1.60

1.66

1.66

1.35

1.48

1.42

1.44

1.50

1.55

1.47

1.40

1.49

1.48

1.46

1.53 

1.60 

1.55 

1.39 

1.53

1.47 

1.53 

1.57 

1.51 

1.54

1.52

Undeter.

0.78

1.37

1.29

1.37

1.31

1.59

1.76

1.01

1.29

1.16

1.29 

1.96

2.07

2.25

1.93

2.13

2.03

1.82

2.83

1.05

1.15

1.92

.52

.91

.37

1.31

.68

1.11

1.50

1.85

1.71

2.20

1.22

.70 

.76 

.39 

1.09 

.75

.79 

.81 

1.45 

1.27 

.73

.87

Brand.

F

G

Mix.l 

2 

3 

4 

5

7 

8 

9 

10

Register No.

Ct. 6.......

Ct. 10 .......

Ct. 18 .......

Ct. 26 .......

Ct. 31 .......

Ct. 38........

Ct, 45 .......

Ct. 52 .......

Ct. 59 .......

Ct. 66 .......

Average . . 

Ct. 11 .......

Ct. 19.......

Ct. 28 .......

Ct. 32 .......

Ct, 39 .......

Ct. 53 .......

Ct. 60 .......

Ct. 67 .......

Ct. 12.......

Ct, 20 .......

Ct. 29 .......

Ct. 33 .......

Ct. 40 .......

Ct. 54 .......

Ct. 61.......

Ct. 68 ......

Average . .

Average A-G

Ct. 69 .:.....

Ct. 70 ....... 

Ct. 71 ....... 

Ct. 72 ....... 

Ct. 73 ....... 

Ct.74.......

Ct. 75 ....... 

Ct. 76 ....... 

Ct. 77....... 

Ct. 78 ..... ...

Average . .

SiO

23.

23

23.

23.

23.

22.

22.

23.

23.

23

22. 

22. 

22.

21. 

22. 

22.

21.

22.

22.

22.

22.

23.

22.

22.

22.

21.

22.

22. 

21.

22.

21.

22.

22.

21.

22.

22.

O9 

21.

21.

21.

21. 

22.
12 TESTS OF MATERIALS OF CEMENT MORTARS.

The register number given each sample is the same as that used in 

later tables giving the results of the physical tests, so that the chemical analysis of any particular sample can be compared with the 

physical properties of the cement from which the sample for chemical 

analysis was taken. But 9 samples of each of brands F and G were 

used, making.a total of 68 samples of the individual brands and 10 

samples of typical Portland cement analyzed and recorded in the 

table.

The average values for each brand are given at the bottom of its 

group, and the average value for the seven brands is given near the 

end of the table. For purposes of comparison, the average values for 

the 10 samples of typical Portland cement are also given in the last 

line. The small difference between the averages of the 68 samples, 

designated "Average A-G," and the averages of the 10 samples of 

typical Portland cement indicates that the typical Portland cements 

are representative of the individual brands.

PHYSICAL DETERMINATIONS.

Method. A portion of the 68-pound sample taken from each of 

68 barrels" and from each of the 10 mixtures was subjected to the 

usual physical tests, consisting of determinations of specific gravity, 

temperatures of water and air, per cent of water for normal consistency, time of initial and final setting, fineness, constancy of volume 

(soundness), and the tensile and compressive strengths. The physical determinations were made at about the time of mixing the 

cements and before they were stored, and are given in Table II.
TABLE Ila. General physical properties of seven Portland cements 

Brand.

1

A 

B 

C

Register No.

2

Ct. 1..................................................

Ct. 2. .................................................

Ct. 13 .................................................

Ct. 21 .................................................

Ct. 34 .................................................

Ct. 41 .................................................

Ct. 55 .................................................

Ct. 62 .................................................

Ct. 3 ..................................................

Ct. 7 ..................................................

Ct. 22 .................................................

Ct. 23 .................................................

Ct. 35 .................................................

Ct. 42 .................................................

Ct. 49.. \.. ........................ ....................

Ct. 56 .................................................

Ct. 63 .................................................

Ct. 4 ........................................:.........

Ct. 8..................................................

Ct. 15 .................................................

Ct. 24 .................................................

Ct. 27 ..................................................

Ct. 36.................................................

Ct. 43 .................................................

Ct. 50.................................................

Ct. 57 ................................................

Ct. 64 .................................................

Average ...........................................

Specific 

gravity.

3

3.116 

3.102 

3.108 

3.120 

3.148 

3.120 

3.164 

3.101 

3.115 

3.137

3.123

3.100 

3.100 

3.110 

3.100 

3.105 

3.105 

3.100 

3.100 

3.110 

3.110

3.103

3.132 

3.125 

3.140 

3.101 

3.150 

3.155 

3.160 

3.100 

3.105 

3.125

3.129

Temperature 

(°F.).

Water.

4

76.2 

76.1 

76.1 

77.7 

76.2 

79.3 

73.4 

71.6 

73.6 

69.8

75.0

76.4 

75.8 

76.4 

77.7 

76.9 

73.6 

73.4 

71.8 

73.6 

71.6

74.7

75.9 

76.4 

76.0 

77.2 

78.8 

73.6 

73.6 

71.8 

70.2 

71.6

74.5

Air.

5

79.0 

78.0 

79.2 

80.4 

80.1 

82.6 

70.3 

71.8 

77.4 

71.8

77.1

80.0 

77.1 

82.3 

80.4 

79.2 

66.1 

70.3 

70.4 

77.4 

73.8

75.7

77.0 

78.0 

82.3 

80.4 

81.0 

66.1 

71.6 

74.0 

69.8 

73.8

75.0

Water 

(per 

cent).

6

20.5 

20.3 

20.5 

21.0 

21.0 

21.0 

21.0 

21.0 

21.5 

21.5

20.9

22.5 

22.5 

22.0 

22.5 

22.5 

22.5 

22.5 

22.5 

22.5 

22.5

22.5

22.0 

22.0 

22.0 

22.0 

22.0 

22.0 

22.0 

22.0 

22.0 

22.0

22.0

Time of set 

By Vicat apparatus.

Initial.

7

119 

119 

77 

162 

132 

133 

150 

223 

172 

130

142

57 

90 

53 

129 

104 

145 

115 

155 

110 

215

117

129 

154 

99 

214 

120 

ISO 

163 

200 

223 

205

169

Final.

8

307 

307 

364 

302 

349 

303 

345 

378 

362 

365

338

180 

209 

235 

354 

'266 

295 

302 

325 

290 

277

273

305 

284 

318 

266 

347 

290 

378 

406 

373 

290

326
TABLE Ila. General physical properties of seven Portland cements and re

Brand.

1

D

E 

F

Register No.

Q

Ct. 5..................................................

Ct. 9..................................................

Ct. 25 .................................................

Ct. 30 .................................................

Ct. 37 .................................................

Ct. 44 .................................................

Ct. 51 .................................................

Ct. 58 .................................................

Ct. 65 .................................................

Ct. 6 .................................................

Ct. 10 .................................................

Ct. 18.................................................

Ct. 31.................................................

Ct. 38 .................................................

Ct. 45.................................................

Ct. 52 .................................................

Ct. 59 ........................... : .....................

Ct. 66 .................................................

Ct. 11 .................................................

Ct. 19 .................................................

Ct. 28 .................................................

Ct. 32 .................................................

a

OQ

Ct. 46 .'................................................

Ct. 53 .................................................

Ct. 60 .................................................

Ct. 67 .................................................

Average ............................. 1 .............

Spe- 

.cific 

gravity.

3

3. 150 

3.119 

3. 140 

3.107 

3.145 

3.117 

3. 118 

3.132 

3.121 

3.117

3.127

1.195 

3.111 

3. 154 

3.121 

3.112 

3.148 

3. 148 

3.143 

3.181 

3.169

3.148

3.108 

3.102 

3.110 

3. 105 

3. 100

, 3.105 

3.108 

3.103 

3.100

3.104

Temperature 

(°F.).

Water.

4

76.2 

76.3 

76.7 

77.1 

78.8 

73.4 

73.6 

71.6 

70.2 

70.2

74.4

76.1 

76.6 

76.2 

77.1 

78.8 

73.4 

71.6 

71.6 

72,0 

70.2

74.4

76.2 

75.4 

76.3 

78.8 

73.4 

71.6 

73.2 

72.0 

70.2

74.1

Air.

5

77.4 

80.0 

83.2 

81.2 

81.0 71.6* 

71.6 

72.1 

69.8 

69.4

75.7

78.0 

79.0 

79.1 

79.1 

85.8 

71.6 

71.6 

72.1 

69.8 

69.4

75.6

80.1 

78.2 

77.4 

85.8 

69.8 

71.6 

74.8 

69.8 

69.4

75.2

Water 

(per 

cent).

6

21.0 

21.0 

21.0 

21.0 

21.0 

21.0 

21.0 

21.0 

21.0 

21.0

21.0

20.5 

20.5 

21.0 

21.0 

21.0 

21.0 

21.5 

21.5 

21.5 

21.5

21.1

21.5 

21.5 

21.5 

21.5 

21.5 

21.5 

21.5 

21.5 

21.5

21.5

Time of se

By Vicat apparatus.

Initial.

7

146 

124 

95 

214 

107 

185 

132 

270 

203 

210

169

182 

148 

 193 

201 

190 

198 

240 

270 

293 

217

213

118 

131 

102 

107 

127 

160 

162 

' 253 

138

144

Final.

8

276 

324 

320 

305 

336 

325 

377 

445 

386 

473

357

362 

293 

388 

370 

415 

348 

380 

480 

480 

457

397

318 

269 

415 

272 

302 

354 

347 

328 

399

334
TESTS OF CEMENT. 15

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TABLE 116. Tensile strengths of seven Portland cements and resulting mixtu

Brand.

1

A 

B 

C

Register No.

. 2

Ct. 1.... .................................

Ct. 2.....................................

Ct. 13 .....................................

Ct. 17 .....................................

Ct. 21.... .................................

Ct. 34.....................................

Ct. 48. ....................................

Ct. 55. ....................................

Ct. 62. ....................................

Ct. 3. ....................................

Ct. 7.....................................

Ct. 14.....................................

Ct. 22. ....................................

Ct. 23. ....................................

Ct, 35. ....................................

Ct, 42. ....................................

Ct. 49.. ...................................

Ct. 56.. ...................................

Ct. 63.. ...................................

Ct. 4............................ ........

Ct. 8. ....................................

Ct. 15.. ...................................

Ct. 24. ....................................

Ct. 27. ...... .................:............

Ct. 36. ....................................

Ct. 43 ......................................

Ct. 50. ....................................

Ct. 57 .....................................

Ct, 64. ....................................

Average ...............................

Temperature 

(°F.).

Water.

14

76.2 

76.1 

76.1 

77.7 

76.2 

79.3 

73.4 

71.6 

73.6 

69.8

75.0

76.4 

75.8 

76.4 

77.7 

76.9 

73.6 

73.4 

71.8 

73.6 

71.6

74.7

75.9 

76.4 

76.0 

77.2 

78.8 

73.6 

73.6 

71.8 

70.2 

71.6

74.5

Air.

15

79.0 

78.0 

79.2 

80..4 

80.1 

82.6 

70.3 

71.8 

77.4 

71.8

77.1

80.0 

77.1 

82.3 

80.4 

79.2 

66.1 

70.3 

70.4 

77.4 

. 73.8

75.7

77.0 

78.0 

82.3 

80.4 

81.0 

66.1 

71.6 

70.4 

69.8 

73.8

75.0

Neat.

Water 

(per 

cent) .

16

20.5 

20.3 

20.5 

. 21.0 

21.0 

21.0 

21.0 

21.0 

21.5 

21.5

20^9

22.5 

22.5 

22.0 

22.5 

22.5 

.22.5 

22.5 

22.5 

22.5 

22.5

.22.5

22.0 

22.0 

22.0 

22.0 

22.0 

22.0 

22,0 

22.0 

22.0 

22.0

22.0

Tensile strength (pounds per sq

1 day.

17

334 

349 

289 

352 

322 

256 

158 

288 

281 

233

286

530 

588 

569 

629 

 464 

360 

316 

390 

418 

424

469

437 

380 

437 

428 

401 

332 

307 

326 

327 

305

368

7 days.

18

726 

783 

713 

676 

 714 

534 

581 

646 

599 

637

661

820 

872 

821 

766 

718 

762 

764 

616 

724 

656

752

760 

754 

715 

664 

699 

725 

662 

587 

684 

656

691

28 days.

19

769 

926 

860 

844 

862 

831 

849 

884 

810 

766

840

725 

787 

833 

727 

801 

786 

673 

767 

759 

902

776

785 

748 

760 

 669 

803 

818 

835 

809 

851 

975

805

90 days.

20

988 

1,103 

1,012 

909 

989 

994 

977 

940 

943 

981 

984

955 

840 

861 

863 

961 

903 

907 

865 

880 

908

894

942 

916 

931 

970 

958 

940 

1,004 

931 

949 

929

947

18
Ct. 5.....................................

Ct, 9.....................................

Ct. 16.....................................

Ct. 25 .....................................

pt <?n

Ct. 37...... .......................... ......

Ct 44

Ct. 51... ...................................

Ct. 58. ....................................

Ct. 65. ....................................

Ct. 6.....................................

Ct. 10.....................................

Ct. 28......... ............................

Ct. 26. ....................................

Ct. 31 .....................................

Ct. 38............ .........................

Ct. 45. ....................................

Ct. 52.....................................

Ct. 59............. ........................

Ct. 66. ....................................

Ct. 11 .....................................

Ct. 19 .....................................

Ct. 28.....................................

Ct. 32. ....................................

Ct. 39. ....................................

ICt. 46. ....................................

Ct. 53. ....................................

Ct. 60. ....................................

Ct. 67 .....................................

ct. 12....... .....:........................ Ct. 20. ....................................

Ct. 29. ....................................

Ct. 33. ....................................

Ct. 40 .....................................

'Ct. 47.....................................

Ct. 54.....................................

Ct. 61 .....................................

Ct. 68. ....................................

Average A-G. ............................

76.2

76.3

76.7

77.1

78.8

73.4

73.6

71.6

70.2

70.2

74.4

76.1

76.6

76.2

77.1

.78.8

71.6

71.6

72.0

70.2

74.4

76.3

76.4

76.3

76.8

73.4

71.6

73.2

72.0

70.2

74.1

79.8

77.1

76.3

79.3

73.4

71.6

73.2

69.8

70.0

74.1

74.5

77.4

80.0

83.2

81.2

81.0

71.6

71.6

72.1

69.8

69.4

75.7

78.0

79.0

79 1

79.9

85.8

71,6

71.6

72.1

69.8

69.4

75.6

80.1

78.2

77.4

86.8

69.8

71.6

 74.8

69.8

69.4

81.0

80.2

78.1

82.6

69.8

71.8

74.8

71.8

66.9

75.2

75.7

21.0

21.0

21.0

21.0

21.0

21.0

21.0

21.0

21.0

21.0

21.0

20.5

20.5

21.0

21.0

21.0

21.0

'21.5

21.5

21.5

21.5

21.1

21.5

21.5

21.5

21.5

21.5

21.5

21.5

21.5

21.5

21.5

21.0

21.0

20.5

21.0

21.0

20.5

20.5

20.5

20.5

20.7

21.4

396

377

394

255

364

258

278

319

322

253

322

429

318

376

343

424

314

281

313

250

2-72

338

404

411

396

441

318

391

323

402

354

382

426

473

447

455

324

400

376

381

319

400

262

734

709

701

703

671

586

649

616

674

658

670

739

680

645

707

581

590

574

593

550

557

622

676

628

764

736

660

572

738

689

756

691

623

566

663

561

636

589

543

606

593

669

786

753

604 .

863

716

810

787

843

804

960

793

815

808

936

914

741

907

857

839

823

960

860

751

828

857

717

772

775

865

785

932

809

728

. 721

810

765

807

736

715

766

876

769

808

977

984

984

984

927

958

981

1,017

907

947

1,009

968

1,050

985

978

1 033

1,037

950

1,010

1,042

1,016

926

937

943

735

' 951

967

951

965

983

929

936

929

916

807

877

930

905

936

922

906

v 945

1,0

9

1,

1,

1,

1,

1,

1,

1,

. 
TABLE life. Tensile strengths of seven Portland cements and resulting mixtures, nea

Brand.

1

Mix. 1 

2 

3 

4 

5 

6 

7 

8 

9 

10

Register No.

/ 2

Ct. 69......... ............................

Ct. 70. ....................................

Ct. 71 ...... ......:........................:

Ct. 72. ....................................

Ct. 73........ ......................'.......

Ct. 74. ....................................

Ct. 75. ....................................

Ct. 76. ....................................

Ct. 77. ....................................

Ct. 78. ....................................

Temperature 

(°F.)-

Water.

14

66.9 

66.9 

68.0 

68.0 

68.0 

71.2 

71.2 

71.2

72.3 

72.3

69.6

Air.

15

70.0 

70.0 

70.0 

70.0 

70.0 

72.3 

72.3 

72.3

74.1

74.1

71.5

Neat. '

Water 

(per 

cent).

16

21.5 

22.5 

21.0 

21.0 

21.0 

21.5 

21.5 

21.6 

21.5 

21.5

21.5

Tensile strength (pounds per squ

1 day.

17

300 

305 

366 

355 

334 

343 

346 

370 

363 

292

337

7 days.

18

685 

686 

708 

662 

771 

683

580 

682 

669 

677

28 days.

19

872 

781 

870 

- 824 

878 

864 

846 

857 

850 

873

852

90 days.

20

962 

893 

954 

917 

921 

934 

998 

922 

962 

924

939

180 

2

. 

. 
TABLE lie. Compressive strengths of seven Portland cements and resulting mixtu

Brand.

1

A 

B 

C

Register No.

2

Ct.l.. .........

Ct.2...........

Ct. 13. .........

Ct.17. .........

Ct. 21. .........

Ct. 34..........

Ct.41. .........

Ct.48..........

Ct.55..........

Ct. 62..........

Average .... 

Ct. 7. ..........

Ct. 14..........

Ct. 22..........

Ct.23..........

Ct. 35. ......... 

Ct. 42..........

Ct. 56.......... 

Ct. 63..........

Average .... 

Ct. 4...........

Ct. 8. ..........

Ct. 15..........

Ct. 24..........

Ct.27..........

Ct. 36..........

Ct. 43. .........

Ct. 50. .........

Ct. 57. .........

Ct. 64. .........

Average ....

Neat.

Temperature 

(° F.). '

Water.

29

79.2 

77.7 

73.2 

70.9 

70.7 

65.8 

66.0 

69.8 

70.5 

69.8

71.1

78.8 

70.2 

70.9 

71.2 

66.2 

65.0 

69.8 

70.5 

69.8

70.3

76.2 

73.6 

72.0 

72.3 

66.2 

65.8 

70.3 

69.8 

70.5 

71.7

70.8

Air.

30

79.0 

80.4 

74.8 

72.3 

70.0 

64.1 

73.0 

68.3 

64.6 

68.0

71.5

85.8 

69.8 

69.4 

72.3 

66.5 

66.7 

68.0 

64.6 

68.0

70.1

80.1 

66.1 

69.8 

74.0 

67.6 

66.2 

68.7 

68.0 

64.6 

61.0

68.6

Water 

(per 

cent).

31

20.5 

20.3 

20.5 

21.0 

21.0 

21.0 

21.0 

21.0 

21.5 

21.5

20.9

22.5 

22.0 

22.5 

22.5 

22.6 

22.5 

22.5 

22.5 

22.5

22.4

22.0 

22.0 

22.0 

22.0 

22.0 

22.0 

22.0 

22.0 

22.0 

22.0

22.0

Compressive strength (pounds per square inch).

1 day.

32

1,262 

983 

1,739 

1,395 

424 

418 

304 

298 

305

792

2,063 

1,570 

2,203 

2,166 

1,122 

905 

1,208 

1,229 

858

1,480

1,667 

1,200 

1,508 

1,153 

1, 151 

1,222 

 642 

1,012 

717

1,141

7 days.

33

6,371 

6,084 

1 4,957 

6,402 

6,961 

3,283 

3,917 

3,221 

2,138 

3,009

4,634

5,994 

5,996 

5,545 

6,209 

5,717 

4,563 

3,799 

4,946 

3,951

5,191

8,503 

8,131 

6,832. 

8,121 

7,804 

6,934 

6,288 

5,821 

5,080 

4,887

6,840

28 days.

34

8,531 

9,427 

8,308 

9,724 

8,877 

5,875 

8,090 

5,463 

6,114 

5,558

7,597

6,311 

8,559 

7,191 

6,468 

9,426 

8,656 

7,997 

8,470 

6,224

7, 700

10,683 

13,064 

7,141 

7,360 

11,168 

8,622 

9, 717 

8,967 

7,803 

6,828

9,135

90 days.

35

13,237 

12, 319 

8,653 

11,334 

9,369 

9,291 

9,445 

10, 475 

9,194 

9,390

10, 271

9,747 

8,497 

9,055 

9,504 

10, 301 

11,531 

10, 168 

8,979 

9,942

9,747

12, 196 

9,971 

9,943 

11, 996 

11,855 

10, 236 

11,763 

10, 038 

10, 912 

11, 732 

11,064

180 days.

36

15,292 

13, 367 

12, 176 

12, 653 

10,888 

10, 161 

10, 208 

10, 829 

9,500 

11, 346

11,642

10, 116 

8,927 

10, 360 

9,511 

11, 421 

11, 150 

10, 942 

10, 662 

10, 949

10, 449

11,054 

14, 794 

10,904 

10,184 

11, 874 

12, 000 

11, 730 

12,351 

. 12,642 

12,839

12, 037

360 days.

37

11, 631 

12,616 

12, 534 

12, 756 

11, 537 

11, 358 

8,346 

 12,559 

11,318 

10, 495

11, 515

11,093 

9,338 

10, 896 

10, 073 

11,384 

11,449 

11,390 

13, 774 

11,268

11,185

10, 970 

12, 896 

9,905 

12, 079 

13, 228 

10, 704 

11,827 

11,975 

13, 4S5 

14, 084

12, 115

Temp

(°

Water.

38

78.8 

73.6 

70.5 

68.0 

70.7 

70.7

72.1 

79.3

70.5

70.7

70.7 

69.8 

69.8

71.8

76.2 

73.4

70.7 

70.0 

70.7

69.8 

69.8 

71.7

71.5
TABLE lie. Comprtssive strengths of seven Portland cements and resulting mixtures, 

Brand.

1

D

E 

F

Register No.

2

Ct.5. ..........

Ct.9. ..........

Ct. 16..........

Ct.25..........

Ct. 30..........

Ct. 37..........

Ct. 44.... ......

Ct.51..........

Ct. 58..........

Ct. 65..........

Average .... 

Ct. 6. ..........

Ct. 10..........

Ct. 18..........

Ct. 26..........

Ct. 31 ..........

Ct. 38..........

Ct. 45..........

Ct.52..........

Ct. 59. .........

Ct. 66..........

Average .... 

Ct. 11'. .........

Ct. 19. ......... 

Ct. 28..........

Ct. 32. .........

Ct. 46..........

Ct. 53. .........

Ct. 60. .........

Ct. 67..........

Average ....

>Teat.

Temperature 

(°F.).

Water.

29

77.1 

73.4 

69.8 

69.1 

63.5 

59.6 

73.8 

69.0 

71.6 

71.7

69.9

76.4 

73.6 

71.6 

64.6 

66.9 

64.4 

70.5 

72.0 

71.6 

71.7

70.3

71.6 

70.2 

61.9 

68.0 

73.0 

69.8 

72.0 

71.6 

71.2

69.9

Air.

30

80.2 

69.8 

71.8 

68.0 

69.0 

60.1 

69.1 

68.0 

69.9 

61.0

67. 7 "

77.4 

71.6 

73.8 

59.0 

53.2 

70.5 

68.0 

70.8 

69.9 

61.0

67.5

71.8 

69.4 

62.9 

59.3 

70.0 

68.3 

70.8 

69.9 

62.6

67.2

Water 

(per 

cent).

31

21.0 

21.0 

21.0 

21.0 

21.0 

21.0 

21.0 

21.0 

21.0 

21.0

21.0

20.5 

20.5 

21.0 

21.0 

21.0 

21.0 

21.5 

21.5 

21.5 

21.5

21.1

21.5 

21.5 

21.5 

29.5 

21.5 

21.5 

21.5 

21.5 

21.5

21.5

Compress! ve strength (pounds per square inch).

Iday.

32

1,349 

1, 132 

1,831 

605 

684 

569 

518 

617 

525

876

1,409 

1,368

1,060 

244 

609 

692 

299 

365 

283

703

1,380 

1,380 

2,163 

879 

1,369 

9-24 

803 

950 

889

1,193

7 days.

33

6,332 

9, 015 

6,321 

9,511 

6,623 

4,896 

5,946 

3,442 

6,319 

4,264

6,166

3,184 

4,948 

4,957 

4,274 

3,694 

3,943 

2,499 

2,156 

2,314 

1,762

3,373

6,859 

5,845 

4,569 

6,358 

6,058 

3,096 

4, 625 

2,934 

6,226

4,952

28 days.

34

12, 952 

12, 021 

9,520 

12, 874 

9,375 

12,134 

JO, 206 

8,439 

9,531 

6,996

10,405

9,209 

9,626 

6,119 

7,727 

6,379 

6,309 

5,488 

6,693 

6,113 

5,084

6,875

8,448 

8,827 

9,503 

9,030 

7,929 

6,098 

7,734 

6,878 

9,258

8,189

90 days.

35

12,232 

11, 996 

12, 246 

11, 281 

12, 138 

14, 266 

11, 215 

12,253 

10,388 

10, 811

11,883

10, 680 

7,038 

8,804 

8,906 

8,145 

8,233 

8,199 

6,929 

10, 604 

9,405

8,694

9,039 

9,542 

8,673 

30,101 

8,937 

9,193 

10, 917 

11, 067 

11, 672

9,905

180 days.

36

15, 276 

13,154 

11,413 

12, 719 

12, 538 

16, 560 

14, 864 

14, 788 

12, 944 

13, 064

13, 731

11,581 

10, 192 

9,644 

11, 724 

9,325 

11, 327 

11,080 

11, 325 

11,394 

11, 858

10, 945

9,170 

11, 148 

11, 521 

12, 500 

10, 135 

9,324 

11, 597 

11, 879 

12, 456

11, 080

360 days.

37

16, 146 

16, 690 

12,440 

11,430 

16, 386 

10, 814 

13, 375 

13, 141 

12,664 

12, 987

13, 607

13, 031 

12, 806 

11, 363 

11,871 

 10, 955 

11, 775 

11,474 

13, 691 

11, 257 

11,880

12, 010

7,725 

11, 900 

10, 973 

10,877 

10, 320 

11, 739 

12,425 

11, 066 

12, 497

11, 058

Te

Wat

3

7

7

7

70

70

70

70

70

70

7

76

7

7

70

70

69

70

69

69

7

7

7

70

70

69

70

70

6

7
G

Mix. 12456789

10

,-Ct. 12..........

Ct. 20... .......

Ct. 29..........

Ct. 33..........

Ct. 40..........

{Ct. 47..........

Ct. 61. .........

Ct. 68..........

Average .... 

Average A-G. . 

Ct. 69..........

Ct. 71..........

Ct. 72..........

/"»*- 70

Ct. 75..........

Ct. 76. .........

Ct. 77. .........

Ct. 78.. ........

Average ....

71.8

66.9

70.5

71.0

72.0

69.8

71.2

69.7 

70.3 

71.2

70.8

70.8

70.8

71.6

71.6

71.6

71.4

71.4

71.4

71.3

70.0

70.5

70.2

68.3

70.8

68.0

62.5

68.4 

68.7 

62.6

68.5

68.5

68.5

59.7

59.7

67.6

67. C

65.0

21.0

21.0

20.5

21.0

91 n

20.5

20.5

20.5

20.5

20.7 

21.4 

21.5

22.5

21.0

21.5

21.0

23.0

21.5

23.0

23.0

23.0

22.0

992

1,951

2, 014

390

553

353

867

862

915 

1,014 

1,121

793

1 114 '918

967

1,057

996

1,103

1,044

632

975

5,188

3,538

2,951

3,355

3,574

2,863

4,102

3,798 

5,009

4,884

5,195

5, 275

6,671

4,039

2,996

4,400

5,053

4,459

4,657

7,408

7,510

5,246

6,484

6,247

5, 186

5,268

4,785

5,186

5,924 

8,007 

8,568

7,006

8,457

8,505

8,003

8,579

8,013

7,087

7,354

7,627

7, 920

9,115

8,729

10,226

9,879

9,280

9,177

6,800

7,605

8,541

8,817 

10, 080 

8,561

11,050

10, 533

10, 734

9,573

10, 334

10, 023

9,699

11,068

11,759

10, 333

9,848

9,046

8,790

11, -759

10,034

9,954

10, 464

11,512

11, 947

10, 373 

11,503 

12, 475

11, 623

10, 993

11,094

12.359

11,813

12, 362

11, 598

10, 663

11,503

12,884

12, 007

12, 668

14, 019

9,490

13, 511

12. 648

12,151

13, 807

12, 576 

12,028 

14, 273

13, 247

12, 456

12, 234

12, 146

12, 051

12, 607

12,427

12, 837

12, 835

71.6

71.8

70.5

70.7

69.8

69.8

70.7 

 71.4 

71.6

71.6

71.6

71.6

68.0

68.0

68.0

70.1
22 TESTS OF MATERIALS OF CEMENT MOBTAES.

Specific gravity. The specific gravity was determined after heating a small quantity of cement to 212° F. for 5 hours. In subsequent work the samples will also be ignited. Values of specific 

gravity in the table vary from 3.100 to 3.195. The variation for any 

individual brand is much smaller than the total variation. The average of all seven brands is 3.120, while the average of the 10 mixes 

is 3.122.. ' . Time of setting. In the investigations of the time of setting, the 

temperature of the water and of the air at the time of molding, the 

percentage of water which was necessary to bring the cement to 

normal consistency, and the time of both the initial and final setting, 

as determined by both the Vicat and Gilmore apparatus, were determined and recorded. .

The time elapsing before both initial and final set as determined 

by the Gilmore needle is in almost every case greater than that determined by the Vicat needle.

Fineness. Of the 68 samples of the seven individual brands only 

a few reached as high as 25 per cent residue on the No. 200 sieve. 

Five brands, namely, A, C, D, E, and G, were found to be of approximately equal fineness. ,

Constancy of volume. In order to determine the constancy of volume by the appearance of the pat, two normal and two accelerated 

tests were made of each sample. The normal tests consisted of the 

maintenance of pats in air and in water for 28 days at a temperature 

as nearly 70° F. as practicable. The accelerated tests consisted in 

keeping one pat exposed in an atmosphere of steam and another immersed in boiling water for 5 hours.

In all the accelerated tests and nearly all the normal tests the 

pats remained unaltered, the exceptions being noted in each case 

under " Soundness " (column 13, p. 13) in .the table. Where the pats 

have passed all the forms of tests it is indicated by the phrase " Perfectly sound." Where the pats failed to pass the tests without change 

it is indicated by " Pat warped inch," the letter "A" being used 

for the 28-day normal air tests and " B " for the 28-day normal 

water tests.

Tensile strength. Tensile and compressive tests were made of 

samples taken from each barrel, also from each of the 10 mixtures. 

These tests for both the neat cement and 1:3 standard-sand mortars 

(using Ottawa sand screened to 20-30 size) were made in sets of 

three at ages of 7, 28, 90, 180, and 360 days. For the neat cement a 

1-day test was also made.

The results of the tensile tests are given in Table II& (p 16), 

each value being the average of three tasts. All the tests of each 

individual brand are grouped together and given a single letter for 

identification. The register numbers in this table are the same as
TESTS OF CEMENT. 23

those in Table I (p. 11), so that the results of tests of physical properties of any sample can be compared with the chemical analysis. 

The temperatures of the water arid of the air given in this table are 

those observed at the time of making the test pieces. The percentage of Avater is that required to secure a normal consistency and Avas 

determined in advance in each case. At the bottom of each group

I,OOO 

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FOR

BRAND 3

FIG. 1. Curves showing variation of tensile strength with age of neat cement.

are given the average values for that brand and at the bottom of 

the table are given the averages for the 10 mixes. BetAveen brand G 

and tlie mixes there is a lineMvhich gives the averages of all the 68 

samples taken from the seven individual brands.

Effect of age on tensile strength. The average results' of tests to 

determine the effect of age on tensile strength for each individual 

brand and for the 10 mixes are plotted in figs. 1 and 2. Fig. 1
24 TESTS OF MATERIALS OF CEMENT MORTARS.

shows the results for neat cement and fig. 2 the results for 1:3 

standard-sand mortar. In both these diagrams it is noticeable that 

there is an increase in strength up to 90 days, almost uniform strength 

from 90 to 180 days, and a decided falling off in almost every case 

to 360 days. It should be observed that in fig. 2 the curve showing 

the variation of strength with age of the average of the 10 mixes does

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BFMMO A

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FIG. 2. Curves showing variation of tensile strength with age of 1: 3 standard-sand

mortar. 

/

not correspond exactly in shape to the curves for the seven brands. 

In this case the maximum strength is attained at 90 days ,and there 

is a falling off to 180 days. Afterwards the strength is almost constant to 360 days.

Compressive strength. The results of the compressive tests of the 

cubes are given in Table lie (p. 19). The register numbers being the
TESTS OF CEMENT. 25

same, the compressive strength can be compared with the chemical 

composition, Table I (p. 11), and with the other physical properties 

in the preceding sections of Table II (pp. 13-18).

The irregularitj' in the results of the 1-day and 7-day compression 

tests of neat cement can probably be accounted for by the conditions 

in the laboratory while these tests were being made. The galvanizediron cans that are now used for storing cement had not been procured in sufficient numbers at the time of mixing these test pieces, 

and a large amount was stored in sacks, Avhere it was subject 

to the action of moisture in the air. The lack of a sufficient number 

of cube molds and the delay in obtaining sufficient Ottawa sand 

rendered it necessary to continue the molding of the test pieces over 

several months through the Avinter of 1905-6. Furthermore, the 

exposition buildings used by the laboratories were ill adapted for 

the work, and the installation of the necessary heating plant was not 

completed until after these tests were made. During this period the 

temperature frequently dropped at night as low as 40°, which retarded the hardening and reduced the early strength. In the tests 

at the end of 180 days the regularity and uniformity in the results 

seem to indicate that these early conditions had little effect on the 

final strength. The blank spaces in Table II indicate breaks in the 

series, where no test pieces were made, on account of the poor condition of the cement. No cement was tested if there was any indication of its having been injured by the moisture in the air.

The experience with the first cements was very valuable in indicating the care that should be taken in storing cement. At the present 

time the cement is dumped out of the sacks as soon as received, mixed 

in the cubical mixer, and stored in air-tight cans. As an additional 

precaution, all similar test pieces are molded at the same time. A 

complete heating system has now been installed,* making it pbssible 

to control the temperature of the laboratories.

The temperatures given in this table are the temperatures of the 

water and of the air in the laboratory at the time of molding the test 

pieces. The neat test pieces and the 1:3 mortar test pieces were 

molded at different times, so different temperatures are given in the 

table. The percentage of water used in the test pieces was determined in advance.

The averages for each brand are given at the bottom of the group 

and the averages for the 68 tests on the individual brands are given 

near the bottom of the table, in the line marked "Average A-G." 

The averages for the 10 mixes are given at the bottom of the table.

Effect of age on compressive strength. The results given in Table 

II are illustrated in figs. 3 and 4, for neat cement and 1:3 standardsand mortar, respectively. In each of these figures the curves for 

19715 Bull. 331 08 3
26 TESTS OF MATEKIALS OP CEMENT MOETAES.

the seven brands and for the average of the 10 mixes are shown in 

separate diagrams. The difficulties already mentioned account for 

the difference between the curves in these two figures, Avhich are 

greater than those for the tensile tests (figs. 1 and 2). These curves 

differ from the curves showing the variation in tensile strength with 

age, in that the compressive strength continues to increase up to 360

7.SOO

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AVERAGE FOR 

BRAND A

1

'

x

~ 

* i "*

AVERAGE FOR 

BRAND C

k

'

S*^

s* i 

^ 

AVERAGE FOR 

BRAND E

 

 *

f

/

/

***^

~~-~

****'

AVERAGE FOR 

BRAND G

-^-* ^^*

/

j 

 -

AVERAGE FOR 

BRAND 3

I 

'

^

^

^^

^^

AVERAGE FOR

 . 

 

1

x

^

x***

^^

AVERAGE FOR 

BRAND F

1

,

/

*^~

^^

 

 

AVERAGE FOR 

M/X

=^- 

ftj

AGE /A/ DAYS

FIG. 8. Curves showing variation of compressive strength with age of neat cement.

days, and the falling off noticed in the tension tests after 180 days is 

not apparent.

Percentage of gain in strength. In order to determine the percentage of gain in strength from 7 to 28, from 7 to 90, from 7 to 180, 

and from 7 to 360 days for cements having different strengths at 7 

days, Tables III, IV, V, and VI, based on the results given in the
TESTS OP CEMENT. 27

preceding table, have been prepared, showing the tensile and compressive strengths of the different test pieces. The actual strengths are 

inserted for purposes of reference. The four right-hand columns in 

each table contain the percentages of gain. A round-number grouping is also shown, and at the bottom of each group the average 

strengths and average percentages are given.

4,000 

3,000 

2,000 

1,000 

o

s.ooo 

4,000 

3,000

2.000

^3,000

5,000 

4,000 

 3,000 

2,000

/,000

o

AGE /A/ DAYS A6F /AT DAYS

FIG. 4. Curves showing variation of compressive strength with age of 1: 'J> stundurdsand mortar.

Table III gives the percentage of gain in tensile strength of neat 

cement for the four periods named.' The results are arranged consecutively in the order of the strength of the test pieces at 7 days, 

the lowest values being given first. It can readily be seen that for 

cement testing low at 7 days the increase in strength is much greater 

than for those test-ing high at 7 days.
28 TESTS OF MATERIALS OF CEMENT MORTAKS.

TABLE III. Gain in tensile strength of. neat cement from 7 to 28, 7 to 'JO, 7 to

180, and 7 to 360 clays.

Pounds 

per 

square 

inch at 

7 days.

Below 

600.5 50607. 650and 75.Between 700

Register No.

fCt. 34 ..............

Ct. 61 ..............

Ct. 59 ..............

Ct. 33 ..............

Gt. 66 ..............

Ct, 40..............

Ct. 20.............

Ct. 46..... .........

Ct. 45 ...............

Ct. 76..............

Ct. 31 ..............

Ct. 41..............

Ct. 37..............

Ct. 50 ..............

Ct. 54 ..............

Ct. 38..............

Ct. 52 ..............

Ct. 55..............

Ct. 68..............

Ct. 51 ..............

Ct. 49..............

Ct. 12 ..............

Ct. 19.... ..........

Ct. 47.... ..........

Ct. 62 ..............

Ct. 75.... ..........

Ct. 18..............

Ct. 48 ..............

Ct. 44 ..............

/Ct. 63.. ............

Ct. 64..............

Ct. 65...... ........

Ct. 39. .............

Ct.43..............

Ct. 72..............

Ct.29..............

Ct. 24...... ........

Ct. 78...... ........

Ct. 30..............

Ct. 58..............

Ct. 17... ............

Ct.ll..............

Ct. 10..............

Ct. 77......... ....

Ct. 74. .............

Of. 57.............. 

Ct. 69... ..........

Ct. 70...... ........

Ct. 60..............

Ct. 27...........

Ct. 16... ...........

Ct.25..............

Ct. 26..............

Ct. 71..............

Ct. 9...............

Ct. 13..............

Ct.21..............

Ct. 15..............

Ct. 23.... ..........

Ct.56..............

Ct. 36 ..............

Ct.l..... ..........

Ct.6. ..............

Ct. 32..............

Ct. 53..............

Ct.6...............

\ Average.........

Tensile strength (pounds per square 

inch).

7 days.

534 

543 

550

542

553 

557 

561 5661 

572 

574 

580 

581 '581 

586 

587 

589 

590 

593 

599

678

606 

616 

616 

623 

628 

636 

637 

644 

645 

646 

649

631

656 

656 

658 

660 

662 

662 

663 

664 

669 

671 

674 

676 

676 

680 

682 

683 

684 

685 

686 

689 

699

673

701 

703 

707 

708 

709 

713 

714 

715 

718 

724 

725 

726 

734 

736 

738 

 739

719

28 days.

831 

766 

823

807

765 

960 

807 

721 

775 

857 

857 

741 

849 

810 

809 

715 907- 

839 

810

815

876 

843 

767 

728 

828 

736 

766 

846 

936 

884 

787

818

902 

975 

960 

772 

835 

824 

810 

669 

873 

716 

804 

844 

751 

808 

850 

864 

851 

872 

781 

785 

803

826

604 

863 

914 

870 

753 

860 

862 

760 

801 

759 

818 

769 

786 

717 

865 

815

801

90 days.

994 

936 

1,010

980

807 

1,042 

877 

929 

967 

1,037 

' 922 

978 

977 

927 

931 

905 

1,033 

950 

943

948

922 

981 

865 

936 

937 

930 

981 

998 

1,050 

940 

958 

954

908 

929 

907 

951 

1,004 

917 

916 

970 

924 

984 

1,017 

909 

926 

968 

962 

934 

949 

962 

893 

965 

958

945

984 

984 

985 

954 

750 

1,012 

989 

 931 

961 

880 

940 

988 

977 

735 

951 

1, 009

939

180 

days.

896 

878 

1,052

942

916 

970 

961 

928 

893 

985 

948 

944 

989 

973 

944 

865 

1,071 

1,042 

914

956

907 

1,005 

873 

975 

909 

955 

955 

988 

1, 055 

965 

962

959

942 

850 

972 

928 

938 

968 

846 

944 

888 

986 

973 

857 

873 

' 1,091 

999 

923 

916 

952 

933 

828 

962

932

967 

937 

984 

966 

911 

925 

937 

987 

852 

898 

976 

947 

1,035 

821 

962 

1,017 

945

360 

days.

645 

810

888

781

658 

777 

709 

642 

653 

820 

770 

733 

770 

773 

583 

Y25 

815 

864 

673

731

744 

690 

637 

744 

577 

774 

752 

718 

089 

664 

710

700.

704 

698 

749 

707 

748 

658 

653 

670 

752 

623 

817 

741 

659 

797 

752 

657 

644 

776 

769 

541 

603.

701

648 

692 

712 

712 

695 

645 

- 686 

822 

569 

618 

644 

806 

716 

616 

627 

756

685

Per cent of gain (based on 

strength at 7 days).

7-28 

days.

56 

41 

50

49

38 

72 

44 

27 

35 

49 

48 

28 

46 

38 

38 

21 

54 

41 

35

41

45 

37 

25 

17 

32 

16 

20 

31 

45 

37 

21

30

38 

49 

46 

17 

26 

24 

22 

21 

30 

7 

19 

25 

11 

19 

25 

27 

24 

27 

14 

14 

15

23

14 

23 

. 29 

23 

6 

21 

21 

6 

12 

5 

13 

6 

7

_ g

17 

10 

11

7-90 

days.

86 

72 

84

81

46 87 

66 

64 

69 

81 

59 

68 

- 68 

58 

59 

54 

75 

60 

57

64

52 

59 

40 

50 

49 

46 

54 

55 

63 

46 

48

51

38 

42 

38 

44 

52 

39 

38 

46 

38 

47 

51 

34 

37 

42 

41 

37 

39 

40 

30 

40 

37

40

40 

40 

39 

35 

6 

42 

39 

30 

34 

22 

30 

36 

33 

0 

29 

37

31

7-180 

days.

68 

62 

91

74

66 

74 

71 

64 

56 

72 

64 

63 

70 

66 

61 

47 

82 

76 

53

65

50 

63 

42 

57 

45 

50 

50 

53 

64 

49 

48

52

44 

30 

48 

41 

42 

46 

28 

42 

33 

47 

44 

27 

29 

61 

46 

35 

34 

39 

36 

20 

38

38

38 

33 

39 

36 

28 

30 

31 

38 

19 

24 

35 

30 

41 

12 

30 

38 

31

7-360 

days.

21 

49 

61

44

19 

40 

26 

13 

14 

43 

33 

26 

33 

32 -1 

23 

38 

76 

12

26

23 

12 

3 

19 -8 

22 

18 

11 

7 

3 

9

11

7 

6 

14 

7 

13

_ ^

- 1 

1 

12 

- 7 

21 

10 

' - 2 

17 

10 

_ 4

- 6 

13 

12 -21 

-14

4

- 8 

. - 2 

1 

1 

- 2 

-10 

- 4 

15 -21 

-15 

-11 

-11 

_ 2

-16 

-15 

2

- 5
TESTS OF CEMENT. 29

.TABLE III. Gain in tensile strength of neat cement from 7 to 28, 7 to 90, 7 to 

180, and 7 to 860 days Continued.

Pounds 

per 

square 

inch at 

7 days.

A& Between 750nnd800.SOO

Register No.

Ct.8...............

Gt. 67..............

Ct.4.. .............

Ct, 35..............

Ct.42..............

Ct.22..............

Ct. 73..............

Ct.2. ...... ........

Ct. 3.. .............

Ct. 14..............

jCt. 7...............

Tensile strength (pounds per square 

inch). '

7 days.

754 

 756 

760 

762 

764 

764 

766 

771 

783

764

820 

821 

872

838

28 days.

748 

932 

785 

' 786 

673 

857 

.727 

878 

926

812

725 

833

787

782

90 days.

916 

983 

942 

903 

907 

943 

863 

921 

1,103

942

955 

861 

840

<, 885

180 

days.

905 

878 

962 

893 

857 

823 

638 

929 

1,079

885

955 

1,042 

834

944

360 

days.

646 

578 

687 

604 

726 

603 

651 

663 

772

659

669 

659 

618

649

Per cent of gain (based on 

strength at 7 days).

7-28 

days.

- 1 

23 

3 

 3 

-12 

12 

- 6 

14 

18

6

-12 

- 1 

. -10 

« 7

7-90 

days.

21 

30 

24 

19 

19 

23 

13 

19 

41

23

16' 

5 

_ 4

6

7-180 

days.

20 

16 

27 

17 

12 

8 -17 

20 

38

16

16 

27 

- 4

13

7-360 

days.

-14 

-24 

-10 

-21 

- 5 

-21 

-15 

-14 

- 1

-14

-18 

-20 

-29

-23

Table IV gives the percentage of gain in tensile strength of 1:3 

standard-sand mortar test pieces for the four periods. In this table 

also the gain for the test pieces testing low at 7 days is much 

greater than for the test pieces testing high at 7 days. The percentage of increase for the 1:3 standard-sand mortars appears to be 

much greater than for the neat cements.

TABLE IV. Gain in tensile strength of 1:3 standard-sand mortar from 7 to 28, 

7 to 90, '7 to 180, and 7 to 860 days.

Pounds 

per 

square 

inch at 

7 days.

Below Between and200.005 

Register No.

Ct..41..............

Ct. 59..............

Ct. 67..............

Ct. 70......... .....

Ct. 61..............

Ct. 34..............

Ct. 33..............

/Ct. 45..............

Ct. 38..............

Ct.74.............

Ct. 75..............

Ct. 71.... ...........

Ct.40..............

Ct. 52.............. 

Ct. 76..............

Ct. 65..............

Ct. 77..............

Ct.47..............

Ct. 31....... ........

Ct. 62. .............

Ct. 10..............

Ct. 55..............

Ct. 30.... ..........

Ct. 6 ...............

Ct. 17..............

Ct. 54.............

Ct. 69..............

Ct. 46...... ........

^ Averaee...... ...

Tensile strength (pounds per square 

inch).

7 

days.

169 

181 

192 

192 

193 

196 

199

189

204 

205 

206 

206 

208 

209 

21.1 

212 

215 

217 

222 

, 232 

233 

235 

241 

242 

243 

244 

247 

248 

249

225

28 

days.

350 

305 

433 

420 

328 

266 

354

351

313 

367 

415 

448 

472 

321 

323 

463 

474 

463 

365 

363 

327 

376 

391 

379 

334 

410 

355 

491 

415

394

90 

days.

484 

485 

499 

539 

460 

433 

538

491

510 

496 

439 

464 

481 

487 

508 

557 

613 

560 

490 

478 

515 

504 

475 

525 

506 

468 

525 

527 

503

501

180 

days.

440 

465 

419 

424 

480 

429 

515

453

488 

520 

423 

450 

418 

471 

533 

413 

443 

446 

499 

515 

505 

439 

501 

557 

527 

577 

534 

455 

491.

486

360 

days.

336 

341 

407 

491 

349 

320 

381

375

343 

359 

437 

466 

473 

327 

334 

430 

500 

439 

381 

346 

318 

349 

351 

344 

361 

366 

369 

466 

354

386

Per cent of gain (based on 

strength at 7 days).

7-28 

days.

107 

69 

126 

119 

70 

36 

78

86

53 

79 

101 

117 

127 

54 

53 

118 

120 

313 

64 

56 

40 

60 

62 

67 

 37 

68 

44 

98 

67

76

7-90 

days.

186 

168 

160 

181 

138 

121 

170

101

150 

142 

113 

125 

131 

133 

141 

163 

139 

158 

121 

106 

121 

114 

97 

117 

108 

92 

113 

113 

102

124

7-180 

days.

160 

157 

118 

121 

149 

119 

159

140

139 

154 

105 

118 

101 

125 

153 

95 

106 

106 

, 125 

122 

117 

87 

108 

130 

117 

136 

116 

84 

97

116

7-360 

days.

99 

88 

112 

156 

81 

63 

92

98

68 

75 

112 

126 

127 

57 

58 

103 

133 

102 

72 

49 

37 

49 

46 

42 

49 

50 

49 

88 

42

72
.30 TESTS OF MATEKIALS OF CEMENT MOBTAES.

TABLE IV. Gain in tensile strength of 1 :3 standard-sand mortar from 7 to 

7 to 90, 7 to 180, 7 to 360 days Continued.

Pounds 

per 

square 

inch at 

7 days.

CO

 c . s

s01

a<x> 

<u 

>

0) «

 oacS 

O>o

£ "o

«

Register No.

Ct. 12..............

Ct. 20. .............

Ct. 26..............

Ct. 13..............

Ct. 21........ ......

Ct. 29..............

Ct. 37.... ..........

Ct. 2..............

Ct. 48..............

Ct. 27..............

Ct. 64..............

Ct. 16..............

Ct. 18..............

Ct. 51..............

Ct. 22..............

Ct. 23..............

Ct. 58..............

Ct. 53.... ..........

Ct. 1..............

Ct. 63..............

Ct. 7..............

Ct. 57..............

Ct. 60..............

/Ct.' 9..... ........

Ct. 8..............

Ct. 36.... ..........

Ct. 44...... ........

Ct. 42..............

Ct.50..............

Ct. 14..............

Ct. 43...... ........

Ct. 3..............

Ct. 28...... ........

Ct. 19..............

Ct. 25. .............

Ct.32..............

Ct.49..............

Ct. 56..............

Ct. 5..............

Ct. 39..............

Ct. 35..............

Ct. 24.... ..........

Ct. 11...... ........

Ct. 15... ...........

Tensile strength (pounds per square 

inch).

7 

days.

251 

251 

253 

254 

256 

257 

262 

268 

271 

272 

276 

276 

276 

277 

 280 

277 

284 

285 

290 

292 

297 

298 

300

274

301 

302 

303 

304 

306 

307 

308 

309 

310 

310 

313 

315 

315 

317 

319 

322 

323 

323 

324 

341 

349 

315

28 

days.

307 

311 

348 

332 

350 

323 

383 

329 

401 

371 

458 

372 

374 

387 

355 

348 

400 

430 

342 

476 

334 

414 

408

372

368 

351 

392 

341 

404 

397 

349 

392 

323 

396 

435 

403 

389 

409 

370 

345 

411 

386 

393 

364 

372 

380

90 

days.

509 

523 

528 

492 

497 

498 

515 

480 

550 

625 

511 

502 

506 

507 

517 

458 

543 

49 

498 

473 

493 

536 

495

506

511 

491 

536 

527 

568 

525 

510 

517 

510 

457 

465 

504 

507 

555 

508 

541 

500 

529 

492 

516 

509 

513

180 

days.

394 

525 

480 

482 

468 

515 

520 

505 

502 

498 

488 

519 

508 

532 

310 

o497 

514 

497 

429 

505 

485 

622 

497

. 487

511 

456 

518 

501 

520 

527 

486 

506 

522 

466 

477 

488 

495 

506 

507 

545 

518 

485 

511 

478 

512 

502

360 

days. '

379 

379 

352 

397 

410 

365 

325 

367 

360 

343 

322 

385 

408 

331 

376 

410 

371 

326 

462 

331 

357 

328 356-

366

369 

352 

351 

391 

348 

358 

416 

374 

354 

359 

391 

398 

339 

355 

382 

360 

332 

415 

379 396' 

359 

370

Per cent of gain (based on 

strength at 7 days).

7-28 

days.

22 

24 

38 

31 

37 

26 

46 

23 

48 

36 

66 

35 

36 

40 

27 

26 

41 

51 

18 

63 

 12 

39 

36

36

16 

29 

12 

32 

29 

13 

27 

4 

' 28 

39 

28 

23 

29 

16 

7 

27 

20 

21

7 

7 

21

7-90 

days.

103 

108 

109 

94 

94 

94 

97 

79 

103 

93 

85 

82 

83 

83 

85 

65 

91 

72 

72 

62 

66 

80 

65

85

70 

63 

77 

73 

86 

71 

66 

67 

65 

47 

49 

60 

61 

75 

59 

68 

55 

64 

52 

51 

46 

63

7-180 

days.

57 

109 

90 

90 

83 

100 

98 

88 

85 

83 

77 

88 

84 

92 

11 

79 

81 

74 

48 

73 

63 

75 

66

78

70 

51 

71 

65 

' 70 

72 

58 

64 

68 

50 

52 

55 

57 '60 

59 

69 

60 

50 

58 

40 

47 

59

7-360 

days.

51 

51 

39 

56 

60 

42 

24 

37 

33 

26 

17 

40 

48 

20 

34 

48 

31 

14 

59 

33 

2C 

10 

19

34

23 

17 

16 

29 

14 

17 

35 

21 

14 

16 

25 

26 

8 

12 

20 

12 

3 

29 

17 

16 

3 

17

Table V gives the percentage of gain in compressive strength of 

neat cement for the four periods named. In this case, also, it can be 

seen from the table that the percentage of gain for the test pieces 

testing low at 7 days is much greater than for the test pieces testing 

high at 7 days. The percentages of increase are greater in every case 

than those of tensile strength of neat cement or 1:3 standard-sand 

mortar.
TESTS OF CEMENT. ' 31

TABLE V. Gain in compressive strengtli, of neat cement from 7 to 28, 7 to 90, 

7 to 180, and 7 to 860 days.

Pounds 

per 

square 

inoh at 

7 clays.

Betwe and Be oo6° 00 ^00|ne4,000 5,000. Between and3,000 4000.5,000 6000.and 70

Register No.

Ct.55..............

Ct. 52. .............

Ct. 59........ ......

Ct.45..............

Ct. 61..............

Ct. 60..............

Ct. 33..............

Ct. 75..............

Ct. 62..............

Ct. 46. .............

Ct. 6...............

Ct. 48..............

Ct. 34.... ..........

Ct. 47...... ........

Ct.51..............

Ct. 29..............

Ct. 54...... ........

Ct. 71...... ........

Ct. 40.... ..........

Ct. 31..............

Ct. 49..............

Ct. 41...... ........

Ct. 38..............

Ct. 63... ...........

Ct. 74.... ..........

Ct. 68..............

Ct.65..............

Ct. 26..............

Ct. 76..............

Ct. 78...... ........

Ct. 42..............

Ct.28..............

Ct. 53..............

Ct. 69..... .........

Ct. 64. .............

Ct. 37.... ..........

Ct. 18..............

Ct. 50..............

Ct. 10..............

Ct. 13..............

Ct.12..............

Ct.77..............

Ct. 57..............

Ct. 20..............

Ct. 72..............

Ct. 70..............

Ct. 58..............

Ct. 32..............

Ct.22..............

Ct.35..............

Ct. 50...... ........

Ct. 19...... ........

Ct.ll..............

Ct. 44..............

Ct. 7...... .........

Ct. 14........ .......

Ct. 39. .............

Ct. 2...... .........

Ct. 23 ..............

Ct. 07..............

Ct.43..............

Ct. 10..............

Ct. 5...............

Ct.l...............

Compressive strength (pounds per 

square inch) .

7 days.

2,138 

2,150 

2,314 

2,499 

2,803 

2,934 

2,951 

2,996

2, 606

3,009 

3,096 

3,184 

3,221 

3,283 

3,355 

3,442 

3,538 

3,574 

3,600 

3,643 

3,694 

3,799 

3,917 

3,943 

3,951

3,516

4,039 

4,102 

4,254 

4,274 

4,400 

4,459 

4,563 

4,569 

4,625 

4,884 

4,887 

4,896 

4,957 

4,946 

4,948 

4,957 

4,966

4,631

5,053 

6,080 

5,188 

5, 275 

5,195 

5,319 

5,358 

5,545 

5, 717 

5,821 

5, 845 

5,859 

6,946 

5,994 

5,996

5,546

6,058- 

0, 084 

6,209 

6, 226 

6,288 

6,321 

6, 332 

6.371

28 days.

6,114 

6,693 

6, 113

5,488 

4,785 

6,878 

6,484 

8,013

6,321

5,658 

6,098 

9,209 

5,463 

5,875 

5,18« 

8,439 

5,246 

5, 268 

8,457 

6,247 

6,379 

7,997 

8,090 

6,309 

6,224

6,628

8,579 

5,186 

6,996 

7,727 

7,087 

7,627 

8,656 

9,503 

7,734 

8,568 

6, 828 

12, 134 

6, 119 

8,470 

9,626 

8,308 

7,408

8,033

7,354 

7,803 

7,510 

8,505 

7,006 

9, 531 

9,030 

7,191 

9,420 

8, 967 

8, 827 

8,448 

10, 206 

6,311 

8,559

8, 312

7, 929 

9,427 

6,468 

9,258 

9,717 

9,520 

12, 952 

8,531

90 days.

9,194 

6,929 

10, 604 

8,199 

7,606 

11, 067 

9,879 

10,023

9,188

9,390 

9,193 

10, 680 

10,475 

9,291 

9,177 

12,253 

10. 226 

6J800 

10,533 

9,280 

8, 145 

10, 168 

9,445 

8,233 

9,942

9,577

10, 334 

8,541 

10,811 

8,906 

' 9,699 

11,759 

11, 531 

8,673 

10,917 

8, 561 

11, 732 

14,266 

8,804 

8,979 

7,038 

8,653 

9,115

9,901

11,068 

10, 912 

8,729 

10, 734 

11,050 

10, 388 

10, 101 

9,055 

10, 301 

10, 038 

9,542 

9,039 

11,215 

9,746 

8,497

10,028

8,937 

12,319 

9,504 

11, 672 

11, 763 

12,246 

12, 232 

13. 237

ISO 

days.

9,500 

11,325 

11, 394 

11,080 

11, 512 

11, 879 

11,759 

11, 813

11,203

11,346 

9,324 

11,581 

10, 829 

10, 161 

9,954 

14,788 

8,790 

10, 464 

10, 047 

10,034 

9,325 

10, 942 

10,208 

11,327 

10, 949

10, 629

12, 359 

11, 947 

13,004 

1.1,724 

12,362 

10, 003 

11,150 

11, 521 

11, 597 

12,475 

12, 839 

10, 550 

9,044 

10, 662 

10, 192 

12, 176 

9,848

11,810

11, 598 

12, 642 

9,046 

10, 993 

11,623 

12,944. 

12, 500 

10, 360 

11,421 

12, 351 

11,138 

9,170 

14, 864 

10, 106 

8,927

11, 313

10, 135 

13, 367 

9,511 

12, 456 11,730' 

11,413 

15, 276 

15:292

300 

days.

11, 318 

13, 091 

11,257 

11,474 

12, 152 

11, 006 

14, 019 

12,050

12,128

10,495 

11,739 

13, 031 

12, 559 

11,358 

13,511 

13,141 

12, 668 

12, 648 

14,075 

9,490 

10, 955 

11,390 

8,346 

11, 773 

11,262

11, 778

12, 146 

13,807 

12, 987 

11,871 

12, 607 

12, 865 

11,449 

10,973 

12, 425 

14, 273 

14, 084 

10,814 

11, 363 

13, 774 

12,806 

13,033 

12, 825

12,597

12,477 

13, 485 

12,007 

12, 456 

13, 247 

12, 664 

10,877 

10, 896 

11, 384 

11, 978 

11,900 

7,725 

13, 375 

11, 094 

9,338

11, 660

10, 320 

12, 018 

10, 073 

12, 497 

11,827 

12, 440 

10, 146 

11, 631

Per cent of gain (based on 

strength at 7 days).

7-28 

days.

186 

210 

164 

120 

67 

134 

120 

167

146

85 

97 

189 

70 

79 

55 

145 

48 

47 

136 

71 

73 

111 

107 

60 

58

89

112 

26 

64 

81 

61 

71 

90 

108 

67 

75 

40 

148 

23 

71 

95 

68 

49

73

46 

54 

45 

61 

35 

79 

69 

30 

65 

54 

51 

44 

72 

5 

48

58

31 

55 

4 

49 

55 

51 

105 

34

7-90 

days.

330 

221 

358 

228 

166 

277 

235 

235

256

212 

197 

235 

225 

183 

174 

256 

189 

90 

193 

165 

120 

168 

141 

109 

152

175

156 

108 

154 

108 

120 

164 

153 

90 

130 

76 

140 

191 

78 

82 

42 

75 

84

115

119 

115 

08 

104 

113 

95 

89 

03 

80 

72 

03 

54 

89 

03 

42

82

48 

102 

53 

87 

87 

94 

93 

108

7-180 

days.

344 

420 

392 

344 

302 

305 

299 

295

331

277 

201 

264 

236 

209 

197

329

148 

193 

179 

175 

152 

188 

161 

187 

177

202

206 

191 

207 

174 

1S1 

139 

144 

152 

151 

155 

163 

238 

94 

116 

106 146' 

98

165

130 

149 

74 

108 

124 

144 

134 

87 

100 

112 

91 

57 

150 

69 

49

104

67 

120 

53 

rtlOO 

87 

81 

141 

140

7-360 

days.

430 

'535 

387 

359 

324 

277 

375 

302

366

249 

279 

309 

290 

246 

303 

282

258 

254 

291 

160 

197 

200 

113 

199 

. 185

235

201 

237 

205 

178 

187 

189 

151 

140 

169 

192 

188 

121 

129 

179 

159 

163 

160

172

147 

166 

131 

136 

155 

138 

103 

97 

99 

106 

104 

32 

125 

85 

56

110

71 

108 

62 

101 

88 

97 

155 

83
32 TESTS OF MATERIALS OF CEMENT MOETAES.

TABLE V.' Gain in compressive strength of neat cement from 7 to 28, 7 to 90, 

7 to ISO, and 7 to 360 clays Continued.

Pounds 

per 

square 

inch at 

7 days.

<°~0

g£Orrt 

fe fl

<u «

r-~

?

o

,0

^

Register No.

Ct.17.. ............

Ct. 30.... :.........

Ct.73..............

Ct. 15..............

Ct.36..............

Ct.21..............

Ct.27..............

Ct.8...............

Ct. 4...............

Ct.9. ..............

Ct.25.... ....:.....

Compressive strength (pounds per 

square inch).

7 days.

6, 402 

6,623 

6,671 

6,832 

6,934 

6,961

6,451

7,804 

8,131 

8,503 

9,015 

9,511

8,593

28 days.

9,724 

9,375 

8,003 

7,141 

8,622 

8,877

8,967

11, 168 

13,064 

10, 683 

12, 021 

12,874

11, 962

90 days.

11, 334 

12,138 

9,573 

9,943 

10, 236 

9,369

11,036

11,855 

9,971 

12, 196 

11, 996 

11,281

11, 460

180 

days.

12, 653 

12, 538 

11,094 

10, 904 

12, 000 

10,888

12, 090

11, 874 

14, 794 

11, 054 

13, 154 

12, 719

12, 719

360 

days.

12, 756 

16, 386 

12,234 

9,905 

10,704 

11,537

12,219

13, 228 

12,896 

10, 970 

16, 690 

11,430

13,043

Per cent of gain (based on 

strength at 7 days).

7-28 

days.

52 

42 

20 

5 

24 

28

40

43 

61 

26 

33 

35

40

7-90 

days.

77 

83 

44 

46 

48 

35

72

52 

23 

43 

33 

19

34

7-180 

days.

98 

89 

66 

60 

73 

56

87

52 

82 

30 

46 

34

48

7-360 

days.

99 

147 

83 

45 

55 

66

89

70 

59 

29 

85 

20

51

Table VI gives the percentage of gain in the compressive strength 

of 1:3 standard-sand mortar for the four periods. Although the 

percentage of gain for the test pieces testing high at 7 days is less 

than for those that test low at 7 days, a very large increase is still 

shown throughout this table.

TABLE VI. Gain in compressive strength of 1:3 standard-sand mortar from 7 

to 28, 7 to 90, 7 to 180, and 7 to 360 days.

Pounds 

per 

square 

inch at 

7 days.

BetweenSOO andBetween 900and1,00. Below 800.

'

Register No.

fCt. 34..............

Ct. 38..............

Ct. 65. .............

ICt. 31. .............

Ct. 29...... ........

Ct. 45. .............

Ct. 76. .............

Ct 66

/-i*. 7R

ICt'. 28..............

Ct. 26..............

Ct. 10. .............

A.VGr&f?C

fct. 77. .............

a &i

Ct. 59..............

Ct. 37..............

a 1ft

Ct. 61..............

Ct. 74..............

Ct. 6................

Ct. 12..............

a fiQ

Ct. 56...... ........

C<t 9

Averaere.........

Compressive strength (pounds per 

square inch).

7 

days.

594 

645 

730 

740 

768 

695

836 

846 

867 

885 

888 

889 

900

873

903 

907 

912 

919 

923 

929 

959 

956 

960 

973 

982 

985

942

28 

days.

1,554 

1,363 

2,033 

1,308 

1,485 

1,549

949 

2,209 

1,746 

2,103 

1,396 

1,314 

1, 368

1,584

2,253 

1,294 

955 

3,125 

1,754 

1,209 

2,133 

1,319 

1,489 

2,239 

2,850 

1,776

1.866

90 

days.

2,344 

2,970 

3,681 

2,467 

2,163 

2,725

2,396 

3,201 

2,824 

3,813 2, 140' 

1,800 

1,600

2,539

3,795 

2,661 

2,503 

3,641 

2,322 

2,497 

3,538 

2,102 

2 445 

3,863 

3,542 

2,439

2.946

180 

days.

-2, 609 

4,631 

3,700 

2,846 

2,244 

3.206

3,141 

3,608 

3,275 

4,375 

2,346 

2,562 

1,854

3,023

4,162 

3,818 

2, 858 

4,600

2,688 

4,050 

2, 505 

3,317 

4,400 

3,267 

2,617

3.480

360 

days.

3,988 

4, 342 

4,200 

3,525 

3,576

3,926

3, 150 

4,500 

3,633 

5,200 

3,167 

2,900 

1,650

3,457

4,775 

4,383 

2, 917 

7,275 

2,750 

4,158 

4,495 

2,437 

3,283 

4,771 

4,675 

2, 367

4,024

Per cent of gain (based on 

strength at 7 days).

7-28 

days.

162 

111

178 

77 

93

124

14 

161 

101 

138 

57 

48 

52

82

150 

43 

5 

240 

90 

30 

122 

38 

55 

130 

190 

80

98

7-90 

days.

295 

360 

404 

233 

182 

295

187 

' 278 

226 

331 

141 

102 

78

192

320 

193 

174 

296 

152 

169 

269 

120 

155 

297 

261 

148

213

7-180 

days. 

338 

617 

393 

284 

192 

361

276 

826 

278 

394 

164 

 188 

106

246

361 

321 

213 

292

189 

322 

162 

246 

352 

243 

166

269

7-360 

days.

571 

573 

475 

376 

366 

465

277 

432 

319 

488 

257 

226 

83

296

429 

383 

220 

692 

198 

343 

370 

155 

242 

390 

376 

140

327
TESTS OF CEMENT. 33

TABLE VL- -Gain in 'compressive strength of 1:8 standard-sand mortar from 7 

to 28, 7 to 90, 7 to-180, and 7 to 360 days Continued.

Pounds 

per 

square 

inch at 

7 days.

Between and1,200 1,100 10=inn AV. ^ 1 

1,000. Above l.ioo. li5QO< \,VQQ. 

Register No.

Ct. 54..............

Ct. 72. ..... .......

Ct. 13. .............

Ct. 7...............

Ct. 5...............

Ct. 32. ............. 

Ct. 63..............

Ct. 53. .............

AvGrtisre

rCt 49

Ct. 11. .............

Ct. 19.. ............

Ct. 46:.............

Ct. 35..... .........

Ct. 39. .............

Ct. 22. ..............

Ct. 41..............

AvcriifirG

Ct. 17..............

a

^n

Ct. 21..............

Ct. 4...............

Ct. 64.............. rt- f\n

Ct. 57..............

Ct. 44..............

Ct.51..............

Ct. 27..............

Ct.8...............

Ct. 24..............

Ct. 25. .............

Ct. 9...... -.....-..

Compressive strength (pounds per 

square inch).

7 

days.

1,003 

1,006 

1, 022 

1, 048 

1,066 

1,066 

1,069 

1,074

1,044

1,103 

1,119 

1,123 

1,124 

1,131 

1,138 

1,152 

1,155 

1,157 

1,184

1,139

1,287 

1,290 

1, 328 

1,379 

1,383 

1,397 

1,412 

1,448 

1,448

1,375

1,516 

1,568 

1,664 

1,845 

1, 898

1,698

28 

days.

1,282 

1,755 

1,633 

1,751 

3, 105 

1,843 

2, 596 

1,086

1,881

1,245 

1,653 

1,775 

1,646 

 1,459 

1,607 

2,369 

1, 850 

3,142 

1,298

1,804

1,521 

3,344 

1, 654 

3,052 

2,500 

1,928 

2,333 

1,813 

1, 621

2, 185

3,014 

3,304 

3,108 

3,293 

3,545

3, 253

90 

days.

2, 361 

3,369 

3,213 

2,228 

3,917 

2, 871 

3,651 

3,205

3,102 

2,497

2,463 

2,673 

3,093 

3,793 

3,174

3,220 

2,870

2, 973

2, 603 

3,363 

2,918 

3,900 

3,815 

2,845 

4,084 

3,267 

2,762

3,284

3,703 

8, 608 

2,830 

2,689 

3,677

3,301

180 

days.

3,212 

3,975 

3,611 

2,435 

4,337 

2,906 

3, 667 

3,780

3,490 

3,117

2,947 

3,302 

3, 725 

4,531 

2,794

3,483 

3,045

3,368

2, 375 

2,825 

3,008 

4,048 

4,338 

3, 245 

3, 425 

3,117 

3, 318

3,300

3,505 

3,607 

3,642 

2, 909

4,405

3,594

360 

days.

4,133 

4,044 

3,125 

3, 367 

4,384 

3,717 

4,308 

3,842

3,865 

2, 642

2,788 

3,750 

4.067 

5j 025 

4,750

4,292 

3,208

3,815

4,012 

3,100 

3,687 

4,217 

4,833 

3,983 

4,300 

3, 908 

3,892

3,992

3,825 

3,658 

4,042 

3,375 

3,475

3,675

Per cent of gain (based on 

strength at 7 days).

7-28 

days.

28 

74 

60 

67 

191 

73 

143 

1

80

13 

48 

58 

46 

29 

41 

106 

60 

172 

10

58

18 

159 

1.7 

121 

81 

38 

65 

25 

12

60

99 

111

87 

78 

87

92

7-90 

days.

135 

235 

214 

113 

267 

169 

241 

198

197 

126

 119 

138 

173 

233 

176

178 

142

161

102 

161 

120 

183 

176 

104 

189 

126 

91

129

144 

130 

70 

46 

94

97

7-180 

days.

220 

295 

253 

132 

307 

173 

243 

252

234 

183

162 

194 

229 

298 

143

201 

157

196

84 

119 

127 

201 

214 

132 

113 

115 

129

140

131 

124 

119 

58 

132

112

7-360 

days.

312 

302 

206 

231 

312 

243 

303 

258

270 

139

148 

234 

213 

342 

312

271 

171

236

213 

140 

178 

206 

250 

185 

205 

170 

169

190

153 

133 

143 

83 

183

116

A study of Table II (pp. 13-21) reveals the very important fact that 

no matter whether the cements test low or high at 7 days, and despite 

the varying percentages of increase for the four periods, the 180-day 

and the 360-day strengths are all reasonably close to one another. 

This fact shows that early strengths may vary considerably without 

seriously affecting the later strength of the cement or mortar.

The percentages of gain given in Tables III, IV, V, and VI are 

illustrated graphically in fig. 5. The strength in pounds per square 

inch at 7 days is plotted horizontally and the average 'percentage of 

increase in strength for each group of three is plotted vertically. The 

decrease in every case in the percentage of gain with the increase in 

strength at 7 days is readily apparent from these curves, which are 

plotted from the averages of about 5,000 tests, and serves to indicate 

probable strengths for periods beyond the 7-day strengths.
34 TESTS'OF MATERIALS OF CEMENT MORTARS.

STRENGTH TESTS OF TYPICAL PORTLAND CEMENTS USED IN TESTS OF MORTARS OF SAND, OF GRAVEL SCREENINGS, AND OF STONE SCREENINGS.

Method of tests. After the molding of the test pieces of the seven 

individual brands and of the 10 mixes was finished the typical Portland cement was mixed with varying proportions of the various sands, 

gravel screenings, and stone screenings. In every case when a set

<d. <o

POUNDS PCR SQt//lff£ /NCH AT 7 OAY3.

FIG. 5. Gain in tensile and compressive strengths of neat cement and 1: 3 standard-sand 

mortar, at 28; 90, 180, and 360 days ; percentages based o'n strength at 7 days.

of mortar test pieces was made a set of neat-cement test pieces was also 

made at the same time from the same cement for tension, compression, and transverse tests, in order to afford a basis of comparison between the strengths of the different mortars. In order to identify 

the parallel cement tests, the register numbers of the sample used 

in these tests were given in the mortar tables opposite the register 

numbers of the materials with which they were used.
TESTS OF CEMENT. 35

Tensile strength. The results of the tension tests are given in 

Table Vila, each value being the average of three tests. The first 

mixture of seven brands was given the register number Ct. 79, and all 

samples taken from this were given the same register number and a 

second number to indicate the number of the sample. For example, 

/,ooo

9OO

eoo

7OO

eoo 

soo

400

300

9OO

800

70O

\ 6OO

\ 500

|y too 

\ soo

^ eoo 

^

lq 700 

(r, COO

§

\ soo \

1 4OO 

9OO 

800 

7OO 

GOO

soo

JOO

^

/y79

AGF //Y OAYS AG£/N DAYS

FIG. li. Curves showing variation of tensile strength with age of typical Portland

cement.

the first register number given in Table Vila is Ct. 79-1, the next 

Ct. 79-2, etc., and so also for Tables VII& and VIIc.

Table Vila affords an opportunity to study the effect of storage 

in air-tight cans on the tensile strength of the typical Portland 

cement used in the mortars. The results given near the top were
36 TESTS OF MATEEIALS OF CEMENT MORTARS.

obtained from samples taken from the can early in the work, those 

given near the end of the table.being obtained almost a year later. 

The cement used in the later tests was approximately one year older 

than that used in the first tests.

The variation of strength of these tensile-test pieces with age is 

shown in fig. 6, each of the separate averages being represented by an 

individual curve. The curves shown in fig. 6 are less uniform and 

not so much alike as those in fig. 1 (p. 23).

TABLE Vila. Tensile strength of typical Portland cement used in mortar tests.

Kegister No.

79-1.........................

79-2.........................

79-3.........................

79-4.........................

79-5.........................

79-6.........................

79-7.........................

79-8.........................

79-9....;....................

79-10........................

79-11........................

79-12........................

79-13........................

79-14........................

79-15. .......................

79-16.......... .............

79-17........................

79-18.........................

79-19........................

79-20........................

79-21........................

79-22........................

79-23........................

79-24........................

79-25........................

79-26........................

79-27........................

79-28..... .....................

79-29........................

79-30........................

79-31........................

79-32........................

79-33........................

79-35........................

79-36........................

79-37........................

 79-38........................

79-39........................

79-40........................

AvGrftsrc

79-41........................

79-42........................

79-43........................

79-44........................

79-45........................

79-46........................

79-47........................

79-48........................

79-49........................

79-50........................

Averaere ..................

Temperature 

(«F.).

Water.

66.2 

63.5 

66.9 

68.0 

66.2 

65.8 

66.2 

65.8 

63.6 

59.8

65.2

74.0 

71.5 

70.5 

71.6 

71.0 

71.6 

71.2 

69.0 

74.8 

69.8

71.5

70.5 

71.6 

71.2 

70.7 

71.6 

69.8 

70.7 

71.0 

70.7 

70.7

70.9

70.7 

70.7 

69.8 

69.8 

70.0 

68.0 

68.0 

69.8 

71.5 

69.8

69.8

68.0 

69.8 

68.0 

68.0 

68.0 

71.6 

68.0 

69.8 

68.0 

69.8

68.9

Air.

67.6 

59.0 

53.2 

59.3 

66.2 

64.1 

66.5 

66.2 

51.4 

69.4

62.3

70.0 

68.0 

68.0 

68.0 

69.0 

59.7 

67.6 

68.9 

66.2 

67.2

67.3

54.3 

68.2 

68.0 

52.0 

73.4 

68.0 

64.4 

59.- 2 

70.7 

70.5

64.9

70.0 

62.6 

63.0 

69.8 

70.4 

68.9 

68.4 

68.0 

70.0 

70.0

68.1

64.4 

64.4 

68.0 

62.6 

64.4 

71.6 

64.4 

66.2 

67.1 

59.0

65.2

Water 

(per 

cent).

21.5 

21.5 

21.5 

21.5 

21.5 

21.5 

21.5 

21. 5 

21.5 

20.5

21.4

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5

20.5

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5

20.5

20.5 

20.5 

20.5 

20. .5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5

20.5

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5

20.6

Tensile strength (pounds per square inch.)

1 

day.

417 

294 

278 

330 

282 

325 

305 

368 

348 

438

339

500 

472 

45Q 

422 

379 

461 

5.32 

525 

374 

; 892 

451

433

517 

560 

427 

568 

546 

577 

577 

483 

539

513

542 

500 

506 

522 

293 

506 

377 

396 

521 

398

456

321 

309 

371 

. 447 

351 

521 

452 

498 

583 

427

423

7 ' 

days.

777 

650 

698 

788 803' 

767 

814 

813 

761 

847

772

733 

788 

772 

843 

769 

821 

810 

823 

823 

749

793

806 

822 

949 

790 

766

778

757 

707 

803 

774

795

837 

803 

738 

697 

927 

808 

660 

745 

725 

761 '770

720 

787 

789 

641 

761 

817 

800 

854 

853 

899

792

28 

days.

870 

917 

851 

890 

697 

861 

805 

 831 

823 

916

846

852 

864 

897 

790 

887 

886 

949 

982 

954 

859

892

914 

954 

987 

 909 

831 

948 

922 

939 

793 

748

895

904 

890 

693 

780 

836 

923 

963 

838 

894 

948

867

909 

864 

936 

972 

903 

903 

851 

854 

924 

944

906

90 

days.

912 

973 

977 

934 

1,006 

1,000 

948 

990 967 ' 

952

966

955 

958 

965 

1.018 

813 

817 

918 

903 

811 

967

913

909 

968 

923 

912 

890 

943 

958 

990 

 899 

903

930

907 

921 

860 

972 

829 

927 

950 

856 

925 

S66

911

753 

872 

867 

825 

. 938 

823 

747 

834 

745 

943

835

180 

days.

949 

863 

952 

911 

959 

902 

869 

871 

897 

979

915

996 

931 

867 

833 

858 

865 

849 

942 

927 

823

889

860 

859 

842 

665 

773 

738 

727 

762 

705 

736

767

945 

827 

836 

860 

844 

778 

924 

708 

86] 

754

814

718 

660 

815 

776 

772 

848 

719 

778 

796 

823

771

360 

days.

727 

549 

721 

720 

656 

636 

666- 

652 

681 

678

669

716 

638 

716 

713 

788 

823 

856 

825 

868 

845

779

782 

788 

835 

828 821' 

755 

825 797' 

782 

811

802

827 

737 

665 

833 

811 

798 

808 

831 

815 

815

794

841 

854 

851 

805 

852 

863 

827 

827 

876 

900

850
TESTS OF CEMENT. 37

TABLE Vila. Tensile strength of typical Portland cement used in mortar tests Cont'd.

Register No.'

79-51..................:.....

79-52........................

79-53........................

79-5-1 ........................

79-55........................

79-56.'..................'.....

79-57........................

79-58........................

133-3........................

133-5........................

133-17.......................

133 21.......................

133-23.......................

133-28.......................

133-40.......................

135-4........................

135 14.......................

135-20.... ..................

135-23.......................

Temperature 

(«F.).

Water.

69.8 

69.8

69.8 

69. 8 

69.8 

71. 6 

71.6 

69.8

70.3

63.0 

68.0 

68.9 

69. 8 

69.8 

68.0 

71.6

68.4.

78.8 

78.8 

77.9 

78.8

78.6

Air.

62.0 

68.0 

66.2 

72.5 

68.0 

64.2 

64.2 

65.4

66.7

67.1 

78.8 

67.1 

78.8 

64.0 

66.2 

71.6

70.5

82.4 

77.0 

74.3

' 72.5

76.5

Water 

(per 

cent).

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5

20.5

20.5 

20.5 

20.5 

20.5 

20. 5 

20.5 

20.5

. 20.5

'20.5

20.5 

20.5

Tensile strength (pounds per square inch).

1

day.

494 

510 

509 

514 

537 

536 

488 

465

507

383 

425 

491 

437 

329 

476 

487

433

467 

377 

480 

418

436

7 

days.

819 

852 

624 

867 

848 

835 

757 

672

784

708 

684 

748 

725 

764 

768 

780

740

740 

652 

794 

788 

744

28 

days.

851 

762 

723 

731 

733 

804 

803 

728

767

867 

784 

787 

815 

749 

772 

798

790

690 

816 

819 

831 

789

90 

days.

827 

837 

765 

780 

812 

657 

888 

815

798

837 

769 

826 

715 

862' 677 

834

789

960 

971

886 

862

920

180 

days.

825 

776 

833 

832 

786 

846 

841 

874

827

789 

844 

882 

960 

769 

853 

804

843

858 

830 

870 

823

845

360 

days.

859 

862 

841 

857 

879 

866 

847 

852

858

863 

880 

722 

697 

877 

843 

861

820

723

C.ompressi'oe strength, The results of the compression tests are 

given in Table VIK, each value being the average of three tests. 

The foregoing remarks with regard to storage apply equally well to 

the samples used in the compression tests. The variation in 

strength of the compress!ve-test pieces with age is shown in fig 7 

(p. 89), each of the separate averages being represented by an individual curve. These curves are less uniform than those shown in 

fig. 3 (p. 26).

TABLK VII6. Compressive strength of typical Portland cement used in mortar tents.

Register No.

79-1.........................

79-2.........................

79-4 .........................

79-5.........................

79-6.........................

79 7.........................

79-8.........................

79-9..................... ...

79-10........................

79-11.........................

79-13.... .................... 

79 14........................

79-15........................

79-16........................

79-17

79-18........................

79-19........................

79-20 ........................

Averaee ..................

Temperature 

(*F.).

Water.

69.0 

74.8 

69.8 

71.6 

70.0 

69.6 

70.5

71.6 

71.2 

70.7

70.9

73.4 

68.0 

68.0 

70.7 

69.8 

70.7 

70.2 

68.0 

69.8 

69.8

69.8

Air.

68.7 

60. 2 

67.6 

55.0 

64.4 

60.3 

54.3 

68.2 

68.0 

'52.0

62.5

57.2 

60.8 

73.4 

69. 0 

70.0 

70.0 

69.8 

66.2' 66.2 

72.0

67.5

Water 

(per 

cent).

21.5 

21.5 

21.5 

21.5 

21.5 

21. 5 

21.5 

21. 5 

21.5 

20.5 

21.4

20.5 

20.5 

20.5 

20. >5 

20. 5 

20.5 

20.5 

20.5 

20.5 

- 20.5

20.5

Cornpressive strength (pounds persquareinch).

1 

day.

2, 946 

2,479 

1, 896 

2,635 

3,048 

2, 915 

3, 001. 

4,203 

2, 367 

2,344

2,783

2,586 

3,044 

2, 855 

3,075 

3,093 

3, 216 

3, 351 

3,726 

3,885 

3,848

3.268

7 

days.

8,284 

8, 671 

7,696 

8,607 

7,103 

6,767 

7, 561 

7,071 

6,778 

7, 233

7,577

7,717 

6,895 

7,648 

6,688 

7,240 

7,036 

7,467 

7, 428 

,8, 838 

8,000

7.496

28 

days.

10, 068 

10,033 

11, 475 

10, 539 

9, 714 

8,300 

9, 724 

10,813 

11,245 

9,892

10, 280

9,132 

8,284 8, 699' 

10, 761 

10, 573 

10, 232 

9,570 

9,640 

9,870 

9,111

9. 587

90 

days.

11, 409 

10, 716 

11, 793 

11,129 

11, 861. 

11,462 

12, 730 

12, 489 

11,143 

13,308

11,804

11, 842 

11,220 

12, 738 

12, 008 

12,684 

12, 448 

11,246 

13,890 

12, 090 

10, 963

12.113

180 

days.

12, 792 

12, 774 

12, 658 

14,392 

13, 073 

12, 671 

12, 000 

12,473 

11 , 917 

14, 289

12, 904

14,065 

13,229 

11,838 

13, 933 

13,342 

13, 515 

9,893 

10, 288 

12, 101 

14,494

12. 670

360 

days.

14,664 

16,286 

13, 184 

14, 098 

12,422 

14,113 

12, 982 

11, 583 

11,333 

14,418 

13, 508

12, 583 

13,014 

13,218 

14,007 

12, 326 

14, 743 

14,243 

12, 045 

11,841 

13,251 

13.127
TESTS OF MATERIALS OF CEMENT MOETAES.

TABLE VII6. Compressive strength of typical Portland cement used inmortar tests Cont'd.

Register No.

79-21........................

79-22........................

7Q 93

79-24........................

79-25........................

79 26

7Q 97

79-28........................

79-34. .......................

79 35............... .........

79 36........................

79-37........................

79-38........................

79-39........................

79-40

79 41 ........................

79-42........................

79-43

79-44........................

79-46........................

79-47

7Q_dS

79_49 ,

79-50.........................

A-Vcrftfifc

79-51........................

79-52........................

79-53............. ..........

79-54........................

79-55........................

79-56............ .............

79-57........................

133-3........................

 133-5........................

133-17.......................

133-21.......................

133-23.......................

133-28.......................

133-40............. ......... .

135-1........................

135-5........................

135-14.......................

135-20.......................

135-23.......................

135-24.......................

135-25.......................

135-26.......................

Temperature

(°F.).

Water.

69.8 

70.7 

73.4 

70.7 

68.9 

70.7 

70.7 

69.8

70.6

70.7 

70.0 

68.0 

69.8 

68.0 

69.8 

71.6

69.7

68.0 

68.0 

64.4 

68.0 

68.0 

68.0 

69.8 

68.8 

68.0 

69.8

68.1

69.8 

68.9 

.69.8 

69.8 

69.8 

71.6 

69.8

69.9

63.5 

67.1 

68.9 

69.8 

68.9 

68.9 

71.6

68.4

68.0 

78.8 

78.8

77.9 

78.8 

78.8 

78.8 

78.8

77.3

Air.

68.0 

64.4 

71.6 

62.6 

69.8 

69.0 

66.2 

63.0

66.4

60.8 

70.0 

70.7 

70.0 

68.0 

67.1 

71.6

68.3

64.4 

68.0 

64.4 

64.4 

64.4 

64.4 

62.6 

62.6 

67.1 

60.0

64.2

69.8 

69.2 

68.0 

65.3 

68.0 

67.1 

64.2

67.2

74.0 

68.0 

77.0 

73.4 

68.0 

74.3 

69.8

72.1

64.4 

80.6 

75.2

74.3 

72.5 

71.6 

71.6 

71.6

72.7-

Water 

(per 

cent) .

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5

20.5

20.5 

20.5 

'20.5 

20.5 

20.5 

20.5 

20.5

20.5

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5

20.5

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5

20.5

20.5 

20.5 

20.5 

20.5 

 20.5 

20.5 

20.5

20.5 

20.5

20.5 

11.5 

10.0 

11.0

14.7

Compressive strength (pounds per square inch).

1 

day.

 4,277 

3,954 

3,988 

2,794 

3,850 

3,721 

3,010 

3,148

3,593

2,888 

3,679 

3,546 

3,188 

3,276 

2,312 

4, 617

3,358

1,800 

2,598 

2, 707 

2,726 

2,634 

3,474 

2,963 

3, 321 

2,637

2,762

4,224 

3,258 

4,798 

2,962 

3,929 

4, 868 

2, 552

3,799

5,157 

4, 505 

5,188 

4,374 

3,445 

4,998 

4,192

4,551

' 2,549 

4,443 

4,967 

4, 925 

4, 312 

5,062 

5,062 

5,062

4,548

7 

days.

8,568 

7,684 

8,006 

7,675 

7,533 

8,089 

7, 300 

6,542

7,675

6,301 

7,383 

7,103 

7,846 

7,333 

8,247 

7,102

7,331

5,859 

7,729 

8,046 

6,669 

7,388 

7,061 

7,738 

7, 963 

7,480 

7,913

7,385

3,800 

7,677 

8,456 

8,425 

7,835 

8,678 

8,446

8, 268

8,018 

8,299 

7,844 

7,471 

8,372 

6,591 

7,240

 7,691

7,043 

7,250 

8,305 

8, 296 

6,625 

7, 675 

7, 667 

7,667

7, 566

28 

days.

9,008 

11, 229 

10, 595 

10,235 

9,463 

10, 228 

9,667 

11, 091

10, 190

10, 189 

11,871 

10,435 

9,957 

8,501 

10, 379 

10,228

10,223

10,157 

11,036 

10, 439 

10, 721 

9,925 

11,179 

10, 732 

11, 425 

11,037 

10, 464

10, 712

9, 960 

12, 096 

10, 391 

10, 621 

11,278 

9,889 

11, 046

10,754

8,875 

8,609 

8,174 

9,843 

11,869 

8,104 

9,585

9,293

9,484 

9,051 

10, 333 

8,626 

11, 553 

9,282 

9,282 

9,282

9, 612

90 

days.

10, 675 

11, 488 

10, 516 

]2,421 

10,364 

11, 253 

13, 174 

13,388

11,660

12, 969 

13, 204 

10, 820 

10,875 

11,159 

12, 532 

10, 674

11, 748

11, 112 

10, 468 

11,425 

10, 596 

10, 623 

12,863 

12, 221 

13, 331 

11, 957

11, 622

11,606 

13, 304 

12,389 

13, 640 

12, 942 

10, 935' 

10, 985

12, 257

10, 788 

12, 204 

11, 381 

11, 818 

13,286 

11, 617 

12, 996

12,013

10, 164 

11, 691 

10, 185 

12, 096 

11,196 

11, 767

11, 767 

11,309

180 

days.

11, 188 

11,164 

11, 881 

13, 534 

11, 342 

14, 071 

13,117 

13, 693

12,499

13, 474 

13, 546 

11,472 

11,688 

13, 863 

 14,362 

12, 188

12,942

13,216 

14, 706 

12, 955 

8, 507 

11, 148 

8,150 

10, 458 

13, 056 

11, 609

11, 534

12, 469 

11,794 

12, 488 

11,318 

13, 129 

10,916 

11, 326

11, 920

10, 707 

13, 118 

13, 033 

11, 423 

11,410 

10, 023 

10, 444

11,451

14, 235 

11, 806 

12,976 

12, 716 

12, 716 

12, 847 

11,848

12, 738

360 

days.

12, 969 

12, 664 

14, 169 

10, 914 

16, 546 

12,113 

13,116 

11,204

12, 962

12,415 

11, 124 

11 , 980 

12,906 

13,654 

12,947 

14, 084

12,725

13,856 

15,667 

14, 725 

14,392 

14,441 

13,992 

13,377 

14, 098 

 13, 322

14, 208

14, 414 

13, 837 

13, 483 

14,203 

14, 266 

14,424 

14, 393

14, 146

14, 579 

14,457 

15, 645 

13, 343 

14,576 

14, 147 

14, 814

14, 509 

13, 026
TESTS OF CEMENT. 39

Transverse strength. The results of the transverse tests are given 

in Table VIIc, -each value being the average of three tests. The 

values in the table are the moduli of rupture computed from the

breaking load at the center by means of the formula s=~~?. The 

results given in this table are shown graphically in fig. 8. These

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AGE IN DAYS AGE IN DAYS

FIG. 7. Curves showing variation of compressive strength with age of typical Portland

cement.

curves seem to indicate that the strength increases to 90 days, remains 

practically constant to 180 days, and then decreases slightly to 360 

days. When the first transverse test pieces were made the cement 

had been stored about a. year, and a period of about five months had 

elapsed between the molding of the first and the last test pieces.
40 TESTS OF MATERIALS OF CEMENT MORTARS.

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AGE /N DAYS AGE /NDAYS

FIG. 8. Curves showing variation qf transverse strength with age of typical Portland

cement.
U. S. GEOLOGICAL SURVEY 

A. MISSOURI RIVER SAND, KANSAS CITY, MO. (SAMPL

IS. KAW RIVER SAND, ARMOURDALE, KANS. (SAMPLE 2

C. SCIOTO RIVER SAND. COLUMBUS, OHIO (SAMPLE 3
TESTS OF CEMENT.

TABLE VIIc. -Transverse strength of typical Portland cement used in mortar tests.

Register No.

133-6........................

133-7........................

133-8........................

133-9........................

133-11.......................

133-12.......................

133-13.......................

133-14...................:...

133-15.......................

133-16.......................

133-18.......................

133-19.......................

133-20.......................

133-22.......................

133-24.......................

183-25.. ............. ........

133-26.......................

133-27.......................

133-29.......................

133-30.......................

133-31........................

133-32.......................

133-34.......................

133-35.......................

133-36.......................

133-37........................

132-38................ /......

133-39.......................

133-41.......................

133-42.......................

133-43.......................

133-44.......................

133-47.......................

134-1........................

134-2........................

131-3........................

134-4........................

134-5........................

134-6........................

134-8........................

134-9.........................

134-10.......................

134-11.......................

134-13.......................

134-14.......................

134-15.......................

134-16

134-17.......................

134-19.......................

134-20....... ................

:i'34-21.. .....................

134-22.......................

135-1........................

135-3........................

135-5........................

135-6........................

 |Q*U7

135-8......................:.

135-13.......................

135-14.......................

136-15.......................

Temperature 

(°F.).

Water.

71.6 

69.8 

69.8 

69.8 

63.0 

63.0 

63.5 

66.2 

68.0 

67.1

67.2

68.9 

68.9 

69.8 

69.8 

69.8 

68.0 

68.9 

68.0 

68.9 

69.8 

69.1

68.0 

71.6 

69.8 

71.6

70.7 

69.8 

68.9 

71.6 

71.6 

69.8

70.3

70.7 

70.7 

70.7 

72.4 

77.0 

74.3 

76.1 

75.2 

75.2 

76.1

73.8

75.2 

75.2 

74.3 

75.2 

77.0 

77.0 

77.0 

77.0 

77.0 

78.8

76.4

75.2 

77.0 

78.8 

78.8 

78.8 

78.8 

78.8 

79.5

77.2

78.8 

78.8 

80.6 

80.6 

80.6

Air.

64.2 

64.2 

65.4 

68.0 

70.7 

67.1 

74.0 

78.8 

78.8 

68.0

69.9

67.1 

77.0 

78.8 

73.4 

64.0 

68.7 

68.0 

66.2 

74.3 

69.8

70.7

77.0 

80.6 

71.6 

68.0 

64.4 

64.2 

65.3 

71.6 

69.8 

68.9

70.1

71.6 

74.3 

77.0 

78.8 

78.8 

80.0 

74.8 

72.5 

70.7 

77.0

75.5

80.6 

78.8 

71.6 

76.1 

80.6 

80.6 

75.2 

75.2 

70.7 

82.4

77.1

73.4 

77.0 

73.4 

82.4 

80.6 

82.4 

80.6 

77.0

78.4

78.8 

80.6 

80.6 

84.2 

82.4

Water 

(per 

cent).

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5

20.5

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5

20.5

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5

20.5

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5

20.5

 20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5

20.5

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5

20.5

20.5 

20.5 

20.5 

20.5 

20.5

Transverse strength (pounds per squ Ire inch).

1 day.

540 

540 

630 

774 

738 

792 

738 

792 

756 

766

705

882 

738 

1,026 

 882 

810 

828 

828 

846 

1,008 

972

882

792 

972 

918 

900 

918 

774 

828 

972 

954 

846

889

864 

864 

846 

828 

972 

810 

954 

918 

846 

936

884

1,044 

990 

954 

756 

990 

954 

738 

810 

900 

918

905

1,008 

414 

900 

1,008 

1,008 

1,296 

1,008 

990

954

936 

846 

918 

972 

774

7 days.

1,332 

1,368 

1,386 

1,422 

1,332 

1,648 

1,386 

1,512 

1,602 

1,620

1,451

1,422 

1,332 

1,440 

1,612 

1,566 

1,440 

! , 386 

1,476 

' 1,584 

1,188

' 1, 436

1,566 

1,494 

1,386 

1,530 

1,584 

1,404 

1,458 

1,548 

1,710 

1,386

1,498

1,368 

1,458 

1,404 

1,494 

1,440 

1,656 

1,278 

1,548 

1,422 

1,476

1,454

1,278 

1,476 

1,530 

1,494 

1,332 

1,386 

1,494 

1,548 

1,512 

1,566

1,461

1,530 

1,674 

1,566 

1,620 

1,242 

1,476 

1,620 

1,476

1,823

1,476 

1,494 

1,440 

1,584 

1.584

28 

days.

1,782 

1,800 

1,602 

1,764 

1,728 

1.494 

1,440 

1,692 

1,746 

1,386

1,638

1,710 

1,638 

1,764 

1,602 

1,908 

1,710 

1,440 

1,530 

1,512 

1,674

1,650

1,836 

1,710 

1,764 

1,458 

1,890 

1,440 

1,926 

1,836 

1,818 

1,648

1,724

1,746 

1,692 

1,602 

1,638 

1,440 

1,674 

1,890 

1,728 

1,746 

1,782

1,695

1,674 

1,818 

1,836 

1,800 

1,656 

1,800 

1,422 

1,962 

1,728 

1,728

],742

1,890 

1,584 

1,746 

1,854 

1,854 

1,602 

1,818 

1,674

1, 753 

1,602 

1,998 

1,638 

1,854 

1,782

90 

days.

1,836 

2,070 

1,908 

1,746 

1,612 

1,512 

1,872 

1,710 

1,818 

1,908

1,780

1,440 

1,818 

1,872 

1,710 

1,854 

1,782 

1,962 

1,854 

1,764 

1,710 

1,777

1,764 

1,638 

1,962 

1,692 

1,692 

1,854 

1,926 

1,656 

1,962 

1,800

1,795

1,836 

1,836 

1,980 

1,854 

1,944 

1,944 

2,124 

2,142 

1,962 

2,016

1,964

1,908 

2,252 

2,034 

1,926 

2,142 

1,998 

1,998 

2,106 

2,016 

2,034

2,041

2,034 

2,016 

2,088 

2,052 

2,016 

2, 016 

2,052 

2,016

2,036

2,070 

1,980 

2,052 

2,070 

2,034

180 

days.

2,160 

2,124 

1,890 

2,088 

2,160 

2,106 

2,016 

2,106 

2, 142 

2,070

2,086

2,070 

2,142 

2,106 

2,070 

1,764 

1,584 

2,106 

2,124 

2,052 

2,106 

2,012

2,070

2,124 

2,214 

2,106 

1,998 

2,106 

1,962 

1,998 

2,106

2,076

2,160 

2,214 

2,178 

1,962 

2,160 

2,106 

2, 124 

1,908 

1,854 

2,016

2,074

2,106 

2,016 

1,872 

2, 168 

2, 052 

2,034 

2,088 

2,016 

2,142 

2,106

2,060

1,962 

2,034 

1,962 

1,962 

2,088 

2,106 

2,150 

2,124

2,047

2,034 

2,052 

1,926 

1,602 

1,872

360 

days.

1,566 

1,530 

1,338 

1,620 

1,944 

1,908 

1,962 

1,944 

1,890 

1,926 

1,763

1,656 

1,764 

1,620 

1,638 

1,890 

1,908 

2, 016 

2,106 

2,034 

2,034

1,867

2,088 

2,016 

2,088 

2,088 

2,111 

2,021 

1,993 

1,967 

 1,661 

2,070

2,010

2,070 

1,818 

1,944 

1,980 

2,025 

1,926 

1,944 

1,967 

. 1,920 

2,052

1,964

1,944 

2,088 

1,836 

1,692 

1,975 

1,805 

1,800 

1,854 

1,751 

1,859

1,865

2,147 

2,003 

1,823 

1,908 

2,003

1,977

19715 Bull. 331 OS-
42 TESTS OF MATERIALS OF CEMENT MORTARS.

TABLE VIIc. Transverse strength of typical Portland cement used in mortar tests Con.

Kegister No.

135-16.......................

135-17.......................

135-19.......................

135-21.......................

135-22.......................

135-27.......................

136-2........................

136-3........................

136-4........................

136-9........................

136-11.......................

136-12.......................

Temperature 

(°F.).

Water.

81.4 

77.0 

77.0

79.3

79.5 

78.8 

78.8 

80.6 

78.8 

77.9 

78.8 

77.0 

76.1

77.3

Air.

82.4 

68.0 

68.0

76.9

76.1 

75.2 

84.2 

82.4 

80.6 

76.1 

68.9 

68.0 

71.6

75.9

Water 

(per 

cent).

20.5 

20.5 

20.5

20.5

20.5 

20.5 

8.9 

20.5 

20.5 

20.5 

20.5 

20.5 

20.5

20.5

Transverse strength (pounds per square inch).

Iday.

918 

918 

810

886

1,008 

990 

828 

576 

900 

972 

936 

1,116 

954

920

7 days.

1,656 

1,782 

1,656

1,584

1,458 

1,170 

1,476 

1,692 

1,684 

1,314 

1,764 

1,746 

1,854

1,562

28 

days.

1,818 

1,854 

1, 962

1,814

2,070 

1,962 

1,674 

1,908 

1,998 

1,980 

1,962 

2,034 

1,962

1,950

90 

days.

1,980 

2,070 

2,070

2,041

2,034 

1,980 

1,998 

2,088 

2, 070 

2,034 

2,052 

2,124 

2,016

2,046

180 

days.

1,818 

2,034 

2,052

1,926

2, 016 

1,980 

1,890 

2.052 

2,160 

2,142 

1,998 

2,142 

2,070

2,050

360 

days.

Lapse of time between first and last molding. The tension- and 

compression-test pieces of typical Portland cement were made at 

about the same time, the first mix being exhausted before the transverse molds arrived at the laboratories. While the. transverse-test 

pieces were being made, the second, third, and fourth mixes were used, 

and part of these, as well as a portion of the fifth mixture, were used 

in molding the transverse-test pieces. As far as can be seen from the 

results, there was no appreciable difference in the qualities of the 

cements in the different mixtures.

SANDS AND SAND MORTARS. 

ACKNOWLEDGMENT OF DONATIONS.

In the investigations reported in this bulletin 22 sands were used. 

They were generously donated by the following firms and companies :

American Sand and Gravel Company, Chicago, 111.

Buckeye Dredging Company, Columbus, Ohio.

William P. Carmichael, Attica, Ind.

Fleming & Co., Cincinnati, Ohio.

C. H. Little & Co., Detroit, Mich.

Miami Sand and Gravel Company, Loveland, Ohio.

Mound City Gravel and Cement Company, Moselle, Mo.

Ohio and Michigan Gravel and Sand Company, Chilson, Mich.

Stewart Peck Sand Company, Kansas City, Mo.

Toledo Stone and Glass Sand Company, Toledo, Ohio.

Union Sand and Material Company, St. Louis, Mo.

R. J. Ware & Sons, Cincinnati, Ohio.

METHOD OF COLLECTION.

In almost every case, in order to insure the collection of a typical 

sample of any sand, a special representative of the laboratories visited the deposit and personally supervised its collection and shipment..
U. S. GEOLOGICAL SURVEY 

A. BANK SAND, SYMMES, OHIO (SAMPLE 4).

B. OHIO RIVER SAND, CINCINNATI, OHIO (SAMPLE 5

C. BANK SAND, ST. CHARLES, ILL. (SAMPLE 6).
SANDS AND SAND MOBTAES. 43

Samples were shipped in double sacks, the inner of which was a closetextured grain bag, and the outer a coarse bag of burlap. This precaution was taken in order to eliminate as far as possible the possibility of losing any part of the fine material. A complete description of each sample of sand is given in the following pages; also 

illustrations from photographs. All the sands were subjected to the 

usual physical tests and were mixed with typical Portland cement to 

make mortar test pieces.

DESCRIPTIONS OF SANDS.

I

Register No. Sd. 1. A recent river sand, designated Sd. 1, was 

pumped from the Missouri River channel at Kansas City, Mo., and 

discharged upon scows, in which it was transported to Kansas City. 

An endeavor was made to procure the sand in its original condition, 

so as to determine the proportion of silt and its consequent effect on 

mortars in which the sand was used; but this was found practically 

impossible, as a large amount of the silt was washed away in pumping, and when received at the laboratories the determination showed 

only 0.2 per cent of silt. While this does not indicate the amount of 

silt present in the original sand, it does show the condition of the sand 

marketed. It is reported to be used for all purposes except that it 

is unsuited for finishing work because of a tendency to check or 

peel off.

An examination of the granularmetric analysis curve (fig. 10, p. 

48) proves this material to be one of the " finest" sands received at 

the laboratories. 'The physical properties of-this and other sands and 

screenings are shown in Table VIII (p. 59). The percentage of 

voids is 32.5; the weight per cubic foot is 109.3 pounds; and the 

yield in 1: 3 mortar is 1.18. The results of the strength tests of mortars made by the use of one part of typical Portland cement to 3 

parts, to 4 parts, and to 3 parts sifted to 30-40 size of this and 21 

other sands are given in Table IX (p. 62). PI. I, A, illustrates this 

sand, showing the material in its actual size, great care having been 

taken to procure a photograph that would represent as nearly as 

possible the grading and the relative proportion of fine and coarse 

material.

Register No. Sd. 2. Another recent river sand, designated Sd. 2, 

was obtained from the channel of Kansas (Kaw) River, at Armourdale (a part of Kansas City, Kans.), by means of a dredge and pump, 

and discharged into a scow.

The granularmetric analysis curve (fig. 11, p. 50) indicates that 

about 70 per cent passes the No. 20 sieve and about 15 per cent passes 

the No. 40 sieve. The percentage of voids is 34.9; the weight per 

cubic foot is 107.7 pounds; there is only a trace of silt, and the yield
44 TESTS OF MATEBIALS OF CEMENT MORTARS.

in 1:3 mortar is 1.12. The results of the strength tests of mortars 

made from this sand are given in Table IX (p. 62). This sand is 

illustrated in PL I, B.

Register No. Sd. 3. A river sand designated Sd. 3 was obtained 

from Scioto River at Columbus, Ohio, by means .of an endless-chain 

device with elevator buckets. The material was dumped upon scows 

and transferred to cars by means of a traveling crane.

The granularmetric analysis curve is shown in fig. 12 (p. 52), and 

the appearance in PL I, C. The percentage of voids is 36.1; the 

weight per cubic foot is 103.3 pounds; the amount of silt is 4.2 per 

cent, and the yield in 1:3 mortar is 1.09. The results of the strength 

tests of mortars made from this sand are given in Table IX (p. 62).

Register No. Sd. 4- Sand designated Sd. 4 was obtained from a 

gravel bank of glacial origin located at Symmes, Ohio. The material, consisting of sand, gravel, and bowlders, was excavated from a 

bank about 600 feet long by means of a steam shovel. After excavation it was passed through a crusher, following which it was screened 

and washed.

An inspection of the granularmetric analysis curve (fig. 13, p. 54), 

indicates that this is next to the coarsest and most uniformly graded 

of the 22 sands herein described. Only 32 per cent passed the No. 20 

sieve. The appearance is shown in PL II, A. The percentage of 

voids is 28; the weight per cubic foot is 116.4 pounds; the amount of 

silt is 1.4 per cent, and the yield in 1:3 mortar is 1.14. The results 

of the strength tests of mortars made from this sand are given in 

Table IX (p. 62).

Register No. Sd. 5. A river sand designated Sd. 5 consisted of 

a mixture of sand and gravel excavated from the Ohio River shore 

near Cincinnati by means of a centrifugal pump. The material was 

discharged into barges, from which it was loaded into wagons for 

distribution throughout the city. The bank that was worked extended for a distance of 500 feet along the Ohio River shore. After 

being taken from the river the sand was passed through a ^-inch 

screen and washed.

The grading of this sand is somewhat irregular, as shown by the 

granularmetric analysis curve in fig. 11 (p. 50) and the appearance 

in PL II, B. The percentage of voids is 34.6; the weight per cubic 

foot is 104.8 pounds; a trace only of silt is present, and the yield in 

1:3 mortar is 1.11. The results of the strength tests of mortars 

made from this sand are given in Table IX (p. 62).

Register No. Sd. 6. The sample designated Sd. 6 is a bank sand, 

a glacial deposit near Fox River, and Avas excavated by tram and 

bucket from the sand pit at St. Charles, 111.

As shown by the granularmetric analysis curve (fig. 11, p. 50), 

this sand is rather fine, 68 per cent passing the No. 20 sieve. The
U. S. GEOLOGICAL SURVEY 

A, BANK SAND, FOX RIVER, CARPENTERVILLE, ILL. (SAM

II. BANK SAND, FOX RIVER, ALGONQUIN, ILL. (SAMPLE 8

C. BANK SAND, DESPLAINES RIVER, LIBERTYVILLE, ILL. 
SANDS AND SAND MORTAES. 45

percentage of voids is 31.6; the weight per cubic foot is 113.5 

pounds; the amount of silt is 0.53 per cent; and the yield in 1:3 

mortar is 1.14. The results of tests of mortars made from this sand 

are given in Table IX (p. 62) and the appearance is shown in PL 

II, 0.

D/AMETER OF PARTICLES IN INCHES, WITH NUMBERS Of SIEVES

FIG. 9. Granularmetric analysis curves for sands 15, 21, 17, and 10. Results for sieves 

Nos. 10, 20, 30, 40, 50, 80, and 100 shown by solid lines; for Feret's two-sieve method 

by broken lines; uniform-grade lines shown by dots and dashes.

Register No. Sd. 7. The sample designated Sd. 7 was obtained by 

means of a tram and bucket from a glacial deposit of indefinite extent 

along Fox Eiver at Carpenterville, 111.

As indicated by the granularmetric analysis curve (fig. 10, p. 48) 

and the appearance (PL III, A), this sand contains a large amount
46 TESTS OF MATERIALS OF CEMENT. MOETAES.

of fine material, 77 per cent passing the No. 20 sieve. The percentage of voids is 31.6; the weight per cubic foot is 116 pounds; the 

amount of silt is 1.2 per cent; and the yield in 1:3 mortar is 1.22. 

The results of the strength tests of mortars made from this sand are 

given in Table IX (p. 62).

Register No. Sd. 8. Material designated Sd. 8 is bank sand from a 

portion of a glacial deposit along Fox Eiver in the vicinity of Algonquin, 111., and was excavated by means of tram and bucket.

As shown by the granularmetric analysis curve (fig. 13, p. 54) 

this sand is somewhat coarser than the average, but it is very uniformly graded, and only 46 per cent passed the No. 20 sieve. The 

percentage of voids is 30.7; the weight per cubic foot is 114.5 pounds; 

the amount of silt is 1.3 per cent; and the yield in 1: 3 mortar is 1.16. 

The results of the strength tests of mortars made from this sand are 

given in Table IX (p. 62). This sand is illustrated in PL III, B. 

The presence of particles from the smallest up to the ^-inch size 

indicates to the eye the uniform grading.

Jtegister No. Sd. 9. The sample designated Sd. 9 was taken by 

means of a dredge from a glacial deposit along Desplaines River at 

Libertyville, 111.

As indicated by the granularmetric analysis curve for this sand 

(fig. 12, p. 52), it is very uniformly graded, and only about 50 per 

cent passes the No. 20 sieve. The percentage of voids is 31.4; the 

weight per cubic foot is 110.5 pounds; the amount of silt is 2.6 per 

cent; and the yield in 1:3 mortar is 1.16. The particles of this sand 

are so soft that they can easily be crushed between the fingers. The 

uniform grading of this sand indicates that the strength of the 

mortar should be high; but, evidently owing to the character of the 

sand, this expectation was not borne out in the tests. This sand is 

illustrated in PL III, C. The uniform grading is clearly apparent. 

The results of the strength tests of mortars made from this sand are 

given in Table IX (p. 62).

Register No. Sd. 10. The sample designated Sd. 10 is a mixture of 

outwash glacial and alluvial deposits from a bank located in Kenton 

County, Ky. The working was about 600 feet long by 70 feet wide, 

and the sand was shipped to the vicinity of Cincinnati, Ohio. The 

face of the bank ahead of the work had a peculiar appearance, on 

account of the arrangement of the strata. The layer of sand that was 

excavated was covered by a 4-foot layer of moldy sand and a 10-foot 

layer of gravel.

As indicated by the granularmetric analysis curve (fig. 9, p. 45), 

this sand contains a large amount of fine material, 9 per cent passing 

the No. 80 sieve and about 82 per cent passing the No. 20 sieve. The 

percentage of voids is 31.6; the weight per cubic foot is 110 pounds; 

the amount of silt is 2.1 per cent; and the yield in 1: 3 mortar is 1.18.
U. S. GEOLOGICAL SURVEY BULLETIN NO. 331 PL. IV

7J

A. BANK SAND, KENTON COUNTY, KY. (SAMPLE 10).

Ji. MIXED LIMESTONE SCREENINGS AND SAND, TOLEDO, OHIO (SAMPLE 11).

C. MIXED LIMESTONE SCREENINGS AND SAND, TOLEDO, OHIO (SAMPLE 12).
SANDS AND SAND MORTARS. 47

In the illustration of this sand (PL IV, A) the small amount of large 

material and the large amount of smaller particles present can be 

clearly seen. The results of the strength tests of mortars made from 

this sand are given in Table IX (p. 62).

Register No. Sd. 11. Material designated Sd. 11 is a mixture of 

washed magnesian limestone crusher screenings and a washed glass 

sand. The limestone is from the Monroe formation (Silurian) and 

was removed by the open-face method, dynamite being used for blasting and compressed air for drilling. The sand (Sylvania.sandstone) 

is found between two limestone beds in the quarry. The working face 

is about 2,500 feet long and about 30 feet high. This quarry was 

operated by an elaborate gravity system. The material was marketed 

in Detroit, Mich., and in Toledo and Cleveland, Ohio, in three grades, 

viz, coarse, medium, and fine, sand 11 being the medium grade.

According to the granularmetric analysis curve (fig. 12, p. 52), this 

mixture of sand and limestone is shown to be very uniformly graded, 

and 46 per cent passes the No. 20 sieve. The sample is illustrated in 

PL IV, B. The amount of voids is 36 per cent; the weight per cubic 

foot is 110 pounds; the amount of silt is 3.4 per cent; and the yield in 

1; 3 mortar is 1.13. The results of the strength tests of mortars made 

from this mixture are given in Table IX (p. 62).

Register No. Sd. 12. The sample designated Sd. 12 is the finest 

grade prepared in the manner described for Sd. 11.

As shown by the granularmetric analysis curve (fig. 13, p. 54) 

and the illustration from photograph (PL IV, 0), this sand is very 

uniformly graded; and 41 per cent passes the No. 20 sieve. The percentage of voids is 35.5; the weight per cubic foot is 106.5 pounds; 

the amount of silt is 4.7 per cent; and the yield in 1:3 mortar is 1.12, 

which is practically the same as that of Sd. 11. The results of the 

strength tests of mortars made from this mixture are given in Table 

IX ( p. 62).

Register No. Sd. 13. The sample designated Sd. 13 is a washed 

sand of glacial origin, containing particles up to one-eighth inch in 

diameter. It was excavated by means of a steam shovel from a bank 

5,000 .feet long and 300 feet wide at Chilson, Mich., and was beingshipped to Toledo, Ohio.

As indicated by the granularmetric analysis curve (fig. 13, p. 54), 

this is one of the most uniformly graded sands used in these investigations ; and 38 per cent passes the No. 20 sieve. The appearance is 

shown in PL V, A. The percentage of voids is 28.9; the weight per 

cubic foot is 119.5 pounds; the amount of silt is 0.3 per cent; and the 

yield in 1: 3 mortar is 1.21. The results of the tests on mortars made 

from this mixture are given in Table IX (p. 62).

Register No. Sd. 14- The sample designated Sd. 14 was removed 

from the north channel of St. Clair Eiver by means of a centrifugal
48 TESTS OF MATEKIALS OF CEMENT MOETARS.

pump, after which it was screened and loaded in scows for delivery to 

Detroit.

As indicated by the granulermetric analysis curve (fig. 10) and 

the illustration from a photograph (PL V, B), this sand has a 

large amount of small grains, 71 per cent passing the No. 20 sieve.

DIAMETER OFPART/CLES IN INCHES, WITH NUMBERS OF SIEVES

FIG. 10. Granularmetric analysis curves for sands 1, 18, 14, and 7. -Results for sieves 

Nos. 10, 20, 30, 40, 50, 80, and 100 shown by solid lines ; for Feret's two-sieve method 

by broken lines ; uniform-grade lines shown by dots and dashes. ;

The percentage of voids is 31.9; the weight per cubic foot is 111 

pounds ; the amount of silt is 2 per cent ; and the .yield in 1 : 3 mortar 

is 1.19. The results of the strength tests of mortars made from this 

sand are given in Table IX (p. 62).
U. S. GEOLOGICAL SURVEY BULLETIN NO. 331 PL. V

is

A. BANK SAND, CHILSON, MICH. (SAMPLE 13).11. ST. CLAIR RIVER SAND, DETROIT, MICH. (SAMPLE 14).

(,'. ST. CLAIR RIVER SAND, DETROIT. MICH. (SAMPLE 15).
SANDS AND SAND MOETARS. 49

Register No. Sd. 15. The sample designated Sd. 15 is a very fine 

sand, extensively used as a finishing sand for sidewalks and concrete 

blocks. It was taken from St. Clair Kiver by means of a centrifugal 

pump, loaded in scows and transported to Detroit.

According to the granularmetric analysis curve (fig. 9, p. 45) 

this sand is the finest-of the 22 sands herein described, 96 per cent 

passing the No. 20 sieve and 85 per cent passing the No. 40 sieve. 

The percentage of voids is 40.5; the weight per cubic foot is 95 

pounds; the amount of silt is 2 per cent, and the yield in 1:3 

mortar is 1.13. The results of the strength tests of mortars made 

from this sand are given in Table IX (p. 62). PL V, G shows-that 

there is only an occasional large particle in the sand, the great mass 

of the particles being exceedingly small.

Register No. Sd. 16. The sample designated Sd. 16 was obtained at 

the beach of St. Cla.ir River near Amherstburg, Ontario, by means of 

a centrifugal pump, and was dumped into scows and towed to 

Detroit.

The granularmetric analysis curve of this sand is shown in fig. 13 

(p. 54). The percentage of voids is 29.7; the weight per cubic foot 

is 119.5 pounds; the amount of silt is 0.2 per cent, and the yield in 1: 3 

mortar is 1.20. The results of the strength tests of mortars made 

from this sand are given in Table IX (p. 62). The illustration of this 

sand (PI. VI, A] shows that the material is very uniformly graded, 

particles of almost all sizes being in sight.

Register No. Sd. 17. The sample designated Sd. 17 was excavated 

by pick and shovel from a rather dirty bank of glacial material, at 

Utica, Mich., and shipped to Detroit.

According to the granularmetric analysis curve (fig. 9, p. 45) this 

is a very fine sand, 61 per cent passing'the No. 40 sieve and 83 per cent 

passing the No. 20 sieve. The percentage of voids is 34.5; the weight 

per cubic foot is 105.5 pounds; the amount of silt is 3.4 per cent, and 

the yield in 1: 3 mortar is 1.27. The results of the strength tests on 

mortars made from this sand are given in Table IX (p. 62). The 

appearance of the sand is shown in PI. VI, B.

Register No. Sd. 18. The sample designated Sd. 18 was screened 

from a gravel of glacial origin at Attica, Ind. It was excavated 

from the bank by a steam shovel, and was then screened into several 

sizes and washed.

According to the granularmetric analysis curve (fig. 10) this sand 

is rather fine, 79 per cent passing the No. 20 sieve, 44 per cent 

passing the No. 40 sieve, and 14 per cent passing the No. 80 sieve. 

Its appearance is shoAvn in PL VI, G. The percentage of voids is 

34; the weight per cubic foot is 106.5 pounds; the amount of silt 

present is 3.9 per cent, and the yield in 1:3 mortar is 1.15. The
50 TESTS OF MATERIALS OF CEMENT MORTARS.

results of the strength tests of mortars made from this sand are 

shown in Table IX (p. 62).

Register No. Sd. 19. A second sample, screened from the same 

deposit at Attica, Ind., was designated Sd. 19.

 SD. 6, BA /wr SAMO, 

5r CHA RL es./n/No /s

SD.2,

ffA NSAS C/ TY. fl/SS OUR I

/oo 

ao

00

-40

so

o

/oo

8O

60 

40 

20 

O

/OO 

60 

CO

£0 

o

/oo 

eo

60

20 

O

N\ K 

DIAMETER OF PARTICLES IN INCHES, W/TH NUMBERS OF SIEVES

FIG. 11. Granularmetric analysis curves for sands 22, 6, 2, and 5. Results for sieves 

Nos. 10, 20, 30, 40, 50, 80, and 100 shown by solid lines ; for Feret's two-sieve method by 

broken lines; uniform-grade lines shown by dots and dashes.

According to the granularmetric analysis curve (fig. 12, p. 52) this 

material, is very uniformly graded; 45 per cent passes the No. 20 

sieve, 29 per cent passes the No. 30 sieve, and 2 per cent passes the 

No. 80 sieve. The percentage of voids is 26.9, the weight per cubic 

foot is 119.9 pounds, the amount of silt is 0.7 per cent, and the yield

x*

3D.S. BAR CINCINNATI. OHIO
U. S. GEOLOGICAL SURVEY

A. ST. CLAIR RIVER SAND, AMHERSTBURG, ONTARIO (SAMP

B. BANK SAND, UTICA, MICH. (SAMPLE 17).

0. BANK SAND, ATTICA, IND. (SAMPLE 18).
SANDS AND SAND MORTARS. 51

o

in 1:3 mortar is 1.19. The results of the strength tests of mortars 

made from this sand are shown in Table IX (p. 62). This sand is 

illustrated in PL VII, A. The comparatively uniform grading is 

evident, ,and it can be seen that the 'sizes range uniformly from the 

largest down to the smallest.

Register No. Sd. 20. A third sample, from the same bank as Sd. 18 

and Sd. 19, was designated Sd. 20.

According to the granular-metric analysis curve (fig. 12, p. 52) 

this sand is midway between a fine and a uniformly coarse sand, 50 

per cent passing the No. 20 sieve.. The percentage of void is 28; the 

weight per cubic foot is 116.5 pounds; the amount of silt is 1.3 per. 

cent,'and the yield in 1: 3 mortar is 1.16. The results of the strength 

tests of mortars made from this sand are shown in Table IX (p. 62), 

and the sand is illustrated in PL VII, B.

Register No. Sd. 21. The sample designated Sd. 21 is a bar. sand 

from Meramec River at Moselle, Mo.

According to the granularmetric analysis curve (fig. 9, p. 45) this 

is a very fine sand, 82 per cent passing the No. 30 sieve and 2 per cent 

passing the No. 80 sieve. A large amount of this sand, over 60 

per cent, is of approximately one size, between Nos. 30 and 50 sieves. 

This may be seen in the photograph reproduced in PL VII, 0. The 

percentage of voids is 40.9; the weight per cubic foot is' 89 pounds; 

a trace only of silt is present, and the yield in 1:3 mortar is 1.05. 

The results of the strength tests of mortars made from this sand are 

shown in Table IX (p. 62).

Register No. Sd. 82. A sand generously donated in large quantities by a St. Louis company is used at the laboratories wherever a 

standard sand is required in tests not involving the quality of the 

cement. The selection was influenced (1) by the physical quality 

of the sand and (2) by the facility with which it could be procured. 

It is designated Sd. 22 and is a recent river sand, pumped by a 

suction dredge from the bed of Meramec River at Drake, Mo., about 

15 miles from the laboratories. The dredge deposits the material in 

scows which convey it a few hundred yards to the screens where it 

is elevated by i/ means of a clam-shell bucket and washed down throughO

a series of screens, which separate the material into 2-inch, 1-inch, 

^-inch, coarse, and fine sizes.

The granularmetric analysis curve (fig. 11, p. 50) indicates that 

it lies midway between the coarse and the fine sands, and that it is 

uniformly graded; 93 per cent passes the No. 10 sieve, 69 per cent 

passes the No. 20 sieve, 55 per cent passes the No. 30 sieve, and 17 

per cent passes the No. 50 sieve. The percentage of voids is 36.4; the 

weight per cubic foot 98.8 pounds; there is only a trace of silt, and 

the yield in 1:3 mortar is 1.11. The results of the strength tests of
52 TESTS OF MATERIALS OF CEMENT MORTARS.

mortars made from this sand are shown in Table IX (p. 62). Thissand is illustrated in PI. VIII, A.

/Standard Ottawa sand. Sand from the St. Peter formation at 

Ottawa, 111., sifted to 20-30 size, was designated standard Ottawa 

sand. That the grains are almost all of the same size can readily be

SD.3,0A* SA /va,

COi. UMBUS, OftIO

SO. 19, BANK SAND

A TT/ CA , /NO/A MA

DIAMETER OF PARTICLES IN INCHES, WITH NUMBERS OFS/EVES

FIG. 12 Granularmetric analysis curves for sands 20, 3, 9, 1.1, and 19. Results for 

sieves Nos. 10, 20, 30, 40, 50, 80, and 100 shown by solid lines ; for Feret's two-sieve 

method by broken lines ; uniform-grade lines shown by dots and dashes.

seen by an inspection of PL VIII, B. This is a standard sand used in 

investigations of cement so as to give comparable results. The results 

of some tests of 1 : 3 mortar made from this sand are given in Tables 

II (p. 13), IV (p. 29), and VI (p. 32).
U. S. GEOLOGICAL SURVEY 

K

A. BANK SAND, ATTICA, IND. (SAMPLE 19).X. BANK SAND, ATTICA, IND. (SAMPLE 20).

C. MERAMEC RIVER SAND, MOSELLE, MO. (SAMPLE 2
SANDS AND SAND MORTARS. 53 

PHYSICAL TESTS OF SANDS,

Method. When a sample of sand is received at the laboratories it 

is spread on a concrete floor in a thin layer and turned at frequent 

intervals for a period varying from a few hours to 2 days, until it is 

thoroughly air dried. The temperature of the room in which the air 

drying takes place is maintained at about 70° F.

The saiids (all of which have previously passed the £-inch screen) 

are submitted to tests for granularmetric composition, percentage of 

voids, specific gravity, weight per cubic foot, percentage of moisture, 

and the percentage and the chemical analysis of silt, Avhich are determined and recorded as explained in Bulletin No. 329. The results of 

the chemical analyses of the silts are given in Table X (p. 77), and 

of the other determinations in Table VIII (p. 59).

G-ranularmetric analyses. The set of sieves for the granularmetric 

analyses comprises those with 10, 20, 30, 40, 50, 80, 100, and 200 openings per linear inch. A sample of the air-dried material is placed 

on the upper of the nest of sieves and shaken for 15 minutes, when the 

residue on each sieve and the material passing the No. 200 sieve are 

weighed. The weight of material retained on each sieve and passing 

the No. 200 sieve is divided by the weight of the original sample to 

find the percentages retained on each sieve and passing the No. 200 

sieve. These percentages are given in Table VIII (p. 59). Granularmetric analysis curves are also drawn for purposes of comparison.

Granularmetric curves. The granularmetric analysis curves are 

shown in figs. 9-13, the ordinate at any sieve being the total percentage that passes that sieve, and not, as in Table VIII (p. 59) the percentage retained by the sieve. The percentage passing any sieve is 

found by adding together the percentages retained on all the smaller 

sieves and that passing the No. 200 sieve. At the left-hand side of 

each curve are given the percentages, and at the bottom of each figure 

the diameters of the particles that pass the different sieves, also the 

numbers of the standard sieves used in the work. Starting at the 

top of fig. 9 (p. 45) with the curve of the sand (Sd. 15) having the 

largest amount of fine material, these curves are arranged in consecutive order, ending at the bottom of fig. 13, with the curve of the 

sand (Sd. 16) having the largest amount of coarse material.

The granularmetric analysis curves, as determined by the standard sieves previously referred to, are given in full lines. In order to 

illustrate the difference between this method of analysis and the twosieve method proposed by M. Feret, the curve representing the analysis by the latter method is plotted in each case in broken lines. The 

diameters of particles that would pass through the two sieves proposed by Feret are approximately 0.0125 and 0.0465 inch. Therefore, the broken lines are drawn from zero to the point at which the
54 TESTS OF MATERIALS OF CEMENT MORTARS.

full granular-metric analysis line crosses the ordinate at 0.0125; 

thence to the point at which the full granularmetric analysis line 

crosses the ordinate at 0.0465; and thence to 100 per cent at diameter 

0.25, the latter being off the diagram. In Feret's method a A-inch 

sieve is used, but in the investigations reported in this bulletin, since 

the |-inch screen was used, the line is drawn in this way.

SO.I3,BAHK SAND, 

CWL5ON. MICHIGAN

SO. 4, BA NK5A NO 

. OH/O

DIAMETER OF PARTICLES IN INCHES, WITH NUMBERS OF SIEVES

FIG. 13. Granular-metric analysis curves for sands 8, 12, 13, 4, and 16. Results for 

sieves Nos. 10, 20, 30, 40, 50, 80, and 100 shown by solid lines; for Feret's two-sieve 

method by broken lines ; uniform-grade lines shown by dots and dashes.

Below the two curves just described is given the uniform-grade 

line in dots and dashes. It can be seen that in arranging from the 

finest to the coarsest sand the curves have been arranged in the order 

of the size of segment included between the granularmetric analysis 

curve and the uniform-grade line. In can also be seen that, as the
U. S. GEOLOGICAL SURVEY 

B

A. MERAMEC RIVER SAND, DRAKE, MO. (SAMPLE 22).

B. STANDARD OTTAWA SAND, OTTAWA, ILL.

C. BAR GRAVEL SCREENINGS, MERAMEC RIVER, DRAKE, MO. 
SANDS AND SAND MORTARS. ' 55

segment decreases the sand gradually becomes coarser and approaches 

uniform grading more nearly.

Only that portion of each curve that shows the variation in grading under the No. 10 sieve, and for a short distance beyond it, is 

drawn in the figures. If the remainder of the curves were drawn 

there would simply be three straight lines from the line for the No. 

10 sieve to 100 per cent at a diameter of 0.25. Instead of this, the, 

lines to the right of the No. 10 ordinate are given the proper inclination and the remainder is omitted.

Comparison between measured and computed voids. In the determination of the* percentage of voids and the weight per cubic foot, 

three independent determinations were made. After each reading 

the material was thoroughly air dried for the next test.

On account of the great difficulty experienced in the determination 

of the percentage of voids, due to the flexibility in compacting the 

material, and to the contained moisture, great care was required in 

these determinations. Afterwards, the voids were computed from 

the specific gravity and weight per cubic foot.

On account of the fact that different methods of placing the material in the weighing cylinder result in different degrees of compactness, a uniform method of handling was adopted. TJiis consists in 

allowing the material to fall from the same height and to fill the 

cylinder in a certain length of time.

The computed and measured voids are given in Table VIII (p. 59). 

The computed percentage of voids for any sand is found by first 

multiplying the specific gravity by the weight of a cubic foot of water. 

This gives the product " X" (column 10) in the table, Avhich is the 

weight of a solid cubic foot of the. material. The measured weight 

per cubic foot, W, is then divided by X to give the part of the space 

actually occupied by the sand grains (column 11). The difference 

between this quotient and one, multiplied by 100, gives the computed 

percentage of voids.

In columns 14 and 15 of the table are given the differences between 

the measured and computed values. In only two .cases, namely, Sd. 7 

and Sd. 16, are the measured voids an appreciable amount greater 

than the computed. Almost invariably the latter is the greater, but 

in more than two-thirds of the cases the difference is not more than 1 

per cent. From the line marked "Average " it can be seen that the 

computed voids are 0.8 per cent 'greater than the measured.

Uniformity coefficient. It is frequently necessary to draw comparisons between sands composed of grains of different sizes. It has been 

generally established that the strength quality or value of a sa;nd may 

be indicated by ascertaining whether it lies in the coarse, medium, or 

fine region, and it is important to determine in some way the, degree 

of coarseness or fineness. One method that suggests itself is to sift
56 TESTS OF MATERIALS OF CEMENT MORTARS.

the sand through the eight sieves that are used in the series of experiments under description, and then to plot the granularmetric analysis 

curve as has been done in this report. A direct comparison can then 

be made between any sands whose granularmetric analyses are known. 

Feret's two-sieve method for studying properties of sands has been 

already explained (p. 53). Another method of studying sands is by 

means of Hazen's uniformity coefficient.

Hazen suggested a factor equal to the ratio of the diameter of one 

particle (located by the intersection of the 60 per cent abscissa with 

the granularmetric analysis curve) to the diameter of another particle 

(located by the intersection of the 10 per cent abscissa with the 

curve) ; the size of the latter or smaller particles he terms the " effective size," and, inasmuch as this acts in the capacity of a divisor, its 

fluctuations affect the uniformity coefficient. When the curves show 

a general normal alignment through the two points mentioned' 

above, the uniformity coefficient as thus obtained is a fair index of 

the relative grading of the sand.

The uniformity coefficients of the sand studied in this investigation 

are arranged progressively in decreasing order in Table XI (p. 62). 

The voids of each sand are also given for convenience of comparison. 

This uniformity coefficient does not appear to indicate the quality 

of a sand any better than the granularmetric analysis curves.

PHYSICAL TESTS OF SAND MORTARS.

Method. Each of the sands described in the preceding pages was 

mixed with typical Portland cement to form mortars of different 

proportions, and these mortars were made into test pieces for the 

tensile, compressive, and transverse tests. Proportions of 1:3 and 

1:4 were used in every case; in many other cases where there was 

sufficient material of one size this was tested as a 1: 3 one-size mortar. 

For each sand 15 test pieces were made for each kind of stress, and 

three pieces were tested at each of the five ages, 7, 28, 90, 180, and 360 

days.

The results of the strength tests on these mortars, including the 

register number, the yield at the 1: 3 ratio, the register number of the 

corresponding typical Portland cement test pieces, the temperature 

(in °F.) of the water and of the air at the time-of molding, the percentage of water used for normal consistency, and the breaking 

strengths (in pounds, per square inch)' at different ages are given in 

Table IX (p. 62). In giving the results of tests on 1:3 one-size 

mortar the size to which the sand was shifted is also shown. Table 

VIII ( p. 59) summarizes data respecting the field origin and nature 

of each sand; and the average physical properties are given in Table 

XII (p. 78).
SANDS AND SAND MOKTAKS. 57

The yield of 1: 3 mortar was determined in order to form a general 

basis as to the volume of mortar derived from a given volume of sand 

when mixed with cement in proportions of 1:3 by Aveight. This 

value is obtained by dividing the volume of mortar by the volume of 

the sand before mixing.

The results of the strength tests on neat cement test pieces made 

from the same cement used in the mortars are given in Table VII 

(p. 36) and are plotted in figs. 6, 7, and 8. The corresponding cement 

numbers found in the left-hand column of Table VII. are also given 

in Table IX so that the strength of the mortar can be compared with 

the strength of the neat cement used in the mortar.

Tensile strength. The results of the tensile tests on 1:3, on 1:4, 

and on 1:3 one-size sand mortar are given in Table IXa (p. 62). 

The results are arranged in groups.of three, and the average of each 

group is shown in the line marked "Average."

The lack of uniformity in the increase of strength is probably due 

to physical differences in the sands. In general, the tensile strength 

of all three proportions seems to decrease with the increase in the 

voids. An increase in tensile strength is also noticeable as the sands 

approach uniform grading.

Compressive strength; The results of the compressive tests are 

given in Table IX& (p. 67). The values in this table are in pounds 

per square inch and are obtained by dividing the total breaking load 

by the area of cross section of a 2-inch cube.

Considering these tests in the order of the percentage of voids, as 

arranged under tensile strength, we see that the strength appears to 

decrease with the increase of voids. The strength of mortars made 

from sands which have a small percentage of voids is in every case 

much greater than that of mortars made from sands having a large 

percentage of voids. The difference in strengths of the mortars of 

different proportions is also greater for those sands that have small 

percentages of voids. This condition is the same as that noticed in 

the study of tensile strength and indicates that the greatest compresive strength can be obtained by the use of a mortar in which the 

sand is uniformly graded.

Transverse strength. The results of the transverse tests are given 

in Table IXc (p. 73). As stated elsewhere (p. 9), the values given 

in this table are moduli of rupture in pounds per square inch. These . 

tests show the same tendency as in those for tensile and compressive strength. The strength of mortar made.from those sands in 

which the percentages of voids are low, while not so marked as in 

the tension and compression tests, is greater than that of mortar 

made from sands in which the percentages of voids are high.

Summary of sand-mortar tests. In general there is greater uniformity in ,tests made at the end of 180 days than in those made at 

19715 Bull. 331 08 5
58 TESTS OF MATERIALS OF CEMENT MORTARS.

the end of the shorter periods. Alterations in environment materially affect the early strength, while the nature of the cement often 

causes irregularity in the strengths for the earlier periods. This 

irregularity disappears to a great extent as the test pieces become 

older, as is well illustrated in Tables III (p. 28)., IV (p. 29), V 

(p. 31), and VI (p. 32), showing the percentage of gain in strength 

of tensile- and compressive-test pieces of neat cement and 1: 3 standard-sand mortar. In that connection (p. 39) it was pointed out 

that, despite the many different strengths at 7 days and -the many 

different percentages of gain to 28 and 90 days, the strengths at 180 

days showed remarkable uniformity. In comparing the strength of 

mortars it is desirable to use the results of the, 180-day tests.

The results of these tests seem to indicate that the nearer the grading curve approaches the uniform-grade line the greater is the 

strength. It is also apparent that the strength decreases with the 

increase in the percentage of voids.

Density. The density of mortar made* from each sand was determined in order to ascertain its relation to the other physical properties and to see if there is a relation between the density and the 

strength of the mortar. The.density was determined for only the 

1: 3 mortar; in subsequent investigations density determinations are 

to be made for all proportions.

The method of making the density test is as follows: After the 

sand, cement, and water have been weighed in the required propor-. 

tions and thoroughly intermixed, 1,000 grams of the mixture are 

introduced in portions of about 50 grams into a graduated cylinder 

of 500 cubic centimeters capacity. Each layer is tamped until the 

water flushes to the surface. The graduated cylinder .is weighed 

before and after the mortar is introduced, the difference being the 

Aveight of the mortar. A reading on the top of the mortar is taken 

after the level of the top becomes stationary, generally within 30 

minutes after the mortar is introduced.

The weight of sand and cement used is known from the amount 

introduced into the cylinder. The absolute volumes of these ingredients are then determined by their respective specific gravities.

Each of these absolute volumes is divided by the recorded 

volume of the mortar, and these ratios are termed the " elementary 

volumes " of cement and sand, being designated by " C " for cement 

and " S " for sand. The sum of the elementary volumes of cement 

and sand, or, using the suggested notation, " C-fS," is termed the 

" density." In other words, density as applied to mortar signifies 

the ratio of the absolute volume of sand and cement to the recorded 

volume of the mortar.

The densities of 1:3 mortar and the relation between the densities 

and other physical properties of, the sands and mortars are given in
SANDS AND SAND MOETABS. 59

Table XII (p. 78). In column 1 are given the register numbers of 

the sands used in the mortars whose densities are given in column 2. 

The densities are arranged in order, with the largest value at the 

top. For purposes of comparison the number of the granular metric 

analysis curve for each sand is given in'column 3. The numbers 

start with No. 1 for Sd. 15 (at the top of fig. 9, p. 45) and end with 

No. 22 for Sd. 16 (at the bottom of fig. 13, p. 54). The percentage 

of voids, weight per cubic foot, and tensile, compressive, and transverse strengths of the corresponding mortars at 180 days are given 

in columns 4-8. It will be observed that in the upper part of the 

table, where the values of density are greatest, the percentages of 

voids are least and the weights per cubic foot and the strengths are 

greatest, and near the bottom the opposite is true.

TABLE VIII. Physical properties of sands 1-22, gravel screenings 1-12, and stone

 screenings 1-25. 

SANDS.

Kegister No.

1

Sd. 1 

Sd. 2 

Sd. 3 

Sd. 4 

Sd. 5 

Sd. 6 

Sd. 7 

Sd. -8 

Sd. 9 

Sd.10

Sd. 11 

Sd. 12

Sd. 13 

Sd. 14 

Sd. 15 

Sd. 16 

Sd. 17 

Sd. 18 

Sd. 19 

Sd.20 

Sd. 21 

Sd. 22

Location.

2

Kansas City, Mo. ................

.....do...........................

Symmes, Ohio ...................

St. Charles, 111. ..................

Libertyville', 111. .................

.....do...........................

Chilson, Miclv. ................... 

St. Ciair River, Mich ..;.........

.....do...........................

..!..do. ..........................

Utica, Mich ......................

.....do...........................

.....do...........................

Moselle, Mo. ................:....

Source of supply.

3

Bar...............

.....do.'...........

.....do............

Bank.............

Bar...............

Bank. ............ 

.....dd. ...........

.....do............

.....do............

.....do............

[Mixture of sand 

< and limestone 

[ screenings. 

Bank............. 

Bar...............

.....do............

.....do............

Bank............. 

- -... do. ...........

.....do............

.....do............

Bar...............

.....do............

Specific gravity.

4

2.64 

2.65 

2.60 

2.63 

2.59 

2.67 

2.68 

2:<58 

2.60 

2.62

1 2.71 

J ?' 70 

2.70 

2.64 

2.63 

2.69 

2.62 

2.64 

2.65 

2.63 

2.61 

2.60

cubic Weight per foot (pounds).

5

109.3 

107.7 

103.3 

116.4 

104.8 

113.5 

116.0 

114.5 

110.5 

110.0

108.3 

106.5

119.5 

111.0 

95.5 

119.5 

105.5 

106.5 

119.9 

116.5 

89.0 

98.8

Absorption 

(per cent) .

In 24hours.

6

0.36 

.36

.93 

1.48 

.95

.92 

1.06

3.05

.61 

2.36

1.03

.64

In 48 hours.

7

0.42 

.39

1.06 

2.11 

.96 

1.31 

1.39 

1.41

3.63

1.63 

2.61

1.59 

1.53

1.19

Per ofcentsilt.

8

0.20 

Trace. 

4.2 

1.4 

Trace. 

.53 

1.2 

1.3 

2.6 

2.1

3.4

4.7

.3 

2.0 

2.2 

.23 

3.4 

3.9 

.7 

1.3 

Trace. 

Trace.

GRAVEL SCREENINGS.

Gl. 1

Gl. 2

P 1 1

Gl. 4

Gl. 5

Gl. 6

fi 1 7

Gl. 8

Gl 9

Gl. 10

Gl. 11 

Gl. 12

Loveland, Ohio ..................

.....do...........................

Attica, Ind ....................... 

.....do...........................

.....do............

Bank............. 

.....do............

.....do............

.....do.:..........

.....do............

Bank............. 

.....do............

2.56

2.57

2.66

2.67 

2.67

2.72

2.68

2.70

2.66

2.68

2.68 

2.67

115.0

113.5

102.6

117.1 

115.3

120.8

113.4

111.5

117.8

118.9

122.5 

120.3

1 90

1.58

1 9f>

.68 

1.71

.95

.63

1.31

1.57

.5

1.08 

1.32

1 Of\

1.61

1.70

.72 

1.80

1.02 '.71

1.31

1.65

.5

1.10 

1.36

0.15

1 ^7

2.7 

' .04

 9 SI

.15

.2

.71

.4

.3 

.5
60 TESTS OF MATERIALS OF CEMENT MORTARS.

TABLE Vill. Physical properties of sands 1-22, gravel screenings 1-12, and stone 

screenings 1-25 Continued.

STONE SCREENINGS.

Register No.

1

Se. 1 

Se. 2 

Se. 3 

Se. 4 

Se. 5 

Se. 6 

Se. 7 

Se. 8 

Se. 9 

Se. 10 

Se. 11 

Se. 12 

Se. -13 

Se. 14 

Se. 15 

Se. 16 

Se. 17 

Se. 18 

Se. 19 

Se. 20 

Se. 21 

Se. 22 

Se. 23 

Se. 24 

Se. 25

Location.

2

.....do...........................

.....do...........................

.....do...........................

.....do...........................

.....do. ..........................

McCook, 111......................

Greenfield, Ohio. . ...............

Sibley.Mich............. '........

Source of supply.

3

.....do............

.....do............

.....do............

.....do............

Chat. .............

.....do............

.....do............

.....do............

.....do............

.....do............

.....do............

.....do............

Chat..............

.....do............

.....do............

.....do............

. ....do. ....... .....

.....do............

.....do............

Specific gravity.

x 4

2.70 

2.70 

2.67 

2.65 

2.66 

2.61 

2.63 

2.61 

2.62 

2.62 

2.70 

2.64 

2.71 

2.64 

2.84 

2.86 

2.70 

2.70 

2.78 

2.69 

2.71 

2.72 

2.65 

2.72 

2.70

Weight cubic per foot (pounds).

5

103.5 

106.2 

103.5 

105.5 

95.7 

109.5 

102.7 

105.5 

108.0 

109.8 

95.5 

105.3 

102.2 

104.3 

109.5 

120.0 

108.8 

103.8 

102.5 

108.5 

97.4 

106.3 

99.7 

101.1 

110.3

Absorption 

(per cent) .

CO

fH

3 

o&-*

IN

a

M

6

0.64 

.50 

1.28 

.89 

.53 

.75 

1.51 

1.88 

2.72 

.82 

2.65 

1.33 

1.65 

1.40 

1.25 

1.12 

.32 

2.04 

1.04 

' 2.48 

.04 

1.90 

.04 

1.81

m

s 

o

,d

oo

d i i

7

0.67 

.55 

1.31 

.91 

.55 

.76 

2.36 

1.90 

2.73 

1.05 

2.74 

1.54 

1.79 

1.42 

1.28 

. 1.13 

.32 

2.11 

1.06 

2.52 

.04 

2.05 

.13 

1.86

Per cent ofsilt.

8

4.90 

5.40 

2.30 

.62 

1.00 

7.00 

4.92 

. 2.90 

3.00 

4.73 

10.10 

4.70 

2.20 

4.00 

.47 

3.72 

1.40 

7.80 

4.97 

3.1 

3.12 

1.07 

3.5 

1.1 

16.3

SANDS.

6

?

»

tf

1

Sd. 1

Sd. 2

Sd. 3

Sd. 4

Sd. 5

Sd. 6

Sd. 7

Sd. 8

Sd. 9

Sd. 10

Sd. 11

Sd. 12

Sd. 13

Sd. 14

Sd. 15

Measured and computed voids.

a* '

'3 ||

x~|

 W)^^

0

9

164. 62

165. 25

162. 12

163. 99

161 49

166! 48

167. 11

167. 11

162. 12

163.37

168.98

168.36

168. 36

164. 62

163.99

W 

X

10

0.664

.652

.637

.710

.649

.682

.694

.685

.682

.673

.641

.633

.710

.668

.582

 o

>C^»

1 I

3 vlx 

& o

H o

§ -<

o

11

33.6

34.8

36.3

29.0

35.1

31.8

30.6

31.5

31.8

32.7

35.9

36.7

29.0

33.2

41.8

 §'o

-a 

£

3

§

ff>

^

12

32.5

34.9

36.' 1

28.0

34.6

31.6

31.6

30.7

31.4

31.6

36.0

35.5

28.9

31.9

40.5

Excess.

a

o

o

13

1.1

.2

1.0

K 

. tj '.2

"'.S

.4

1.1

"i.Y

.1

1.3

1.3

 pains'

03

<D

 ^

14

"6.Y

"T.6"

.1

Percentage by weight of 500 grams.

1 Retained on sieve N o. 

10.

15

3.2

5.4

24.7

33.0

18.5

15.5

7.4

30.7

31.1

6.4

32.4

33.3

30.9

7.4

1.0

20.

16

10.3

25.4

23.2

34.9

22.7

15.9

14.4

22.2

17.3

12.0

20.9

24.7

30.4

21.4

1.8

30.

17

29.3

26.0

15.0

15.2

19.7

16.0

17.0

14.2

12.2

14.3

9.7

11.8

14.4

12.0

2.0

40.

18

29.8

25.7

13.2

8.4

23.4

20.5

23.3

13.7

15.0

18.6

 8.1

7.5

10.0

13! 3

8.5

50.

19

5.7

12.8

9.4

4.4

11.4

17.7

21.4

10.7

14.4

21.5

8.8

7.2

6.7

15.3

25.3

80.

20

2.2

4.2

6.6

2.1

3.3

9.1

12.0

6.0

6.5

18.0

10.9

7.3

5.2

15.2

44.7

100.

21

3.4

4

1.9

.4

3

1.7

1.9

.9

1.0

4.6

3.3

2.4

1.0

6.7

9.6

200.

22

14.8

.1

1.9

.3

.1

1.9

1.1

.6

.8

3.0

2.3

2.2

.4

5.7

4.5

6

fc

£

o . »g

a

ra

AH

23

0.9

3.3

.9

1.2

.7

.6

1.3

1.2

3.0

2.8

.2

2.1

1.2
SANDS AND SAND MORTARS. 61

TABLE VIII. Physical properties of sands 1-22, gravel screenings 1-12, and stone 

, screenings 1-25 Continued.

SANDS Continued.

6

-M

"Q

PS

1

Sd. 16

Sd. 17

0,1 1 Q

Sd. 19

Sd. 20

Sd. 21

Sd. 22

Average..

Measured and computed voids.

11-

CQJJ w

._« fd

.JO * 0

to

9

167. 73

163.37

164. 62

165.25

163.99

162. 75

162. 12

164.90

Vf

X

10

0.713

.646

.647

.726

710

.547

.609

.662

« d

°^~\\S

"u"\ '

s¥o rt

O.

11

28.7

35.4

35.3

27.4

29.0

45.3

39.1

33.8

 a

c

 d

§

a

12

29.7

34. 5

34 0

26.9

28,0

40.9

36.4

33.0

Excess.

"8

a 

a

o 0

13

.9

1 3

.5

1.0

4.4

'): 7

1.1

 d

M

a

14

1.0

.1

Percentage by weight of 500 grams.

Retained on sieve No. 

10.

15

39.5

8.4

4.1

27.1

23.3

1.0

7.33

20.

16

27.5

7.5

16.3

26.9

26.5

7.3

23.7

30.

17

11.6

7.8

16.0

16.4

13.9

7.6

14.3

40.

18

9.4

14.3

19.0

14.3

11.7

20.0

21.6

50.

19

6.8

24.2

13.8

7.2

7.7

43.5

15.8

80.

20

3.0

25.4

16.3

 5.2

11.7

18.0

15 1

100.

21

0.8

6.1

4 1

.8

1.9

1.6

1 7

200.

22

0.4

3.6

5.0

.6

1.3

.2

ft

0

*

0) .

'ra

oS

23

0.3

1.8

4.6

.7

1.1

.1

1

GRAVEL SCREENINGS.

Gl. 1

Gl. 2

Gl. 3 

01. 4

Gl. 5

Gl. 6

01. 7

01. 8

01. 9

01. 10

01. 11 

01. 12

Aver28.0

29.2

38.2 

29.7

30.7

28.8

32.1

33.8

29.0

28.9

26.7 

27.8

9,9 0

31 0

38.6 

30.9

29.7

27 9

32.8

34.8

30 7

27.9

25.5 

?,6 5

1 0

9

1 0

1.2 

1 3

1,1

1.0

1.8

.4 

1.2

.7

.1.0

1.7

1.1

61.8

37.8

79.0 

28.0

39.6

46.2

95.5

97.7

99.3

33.2

45.3 

26.1

12.6

14.5

5.0 

11 3

?, 3

16.1

4 5

1.3

.7

16.0

26.1 

913 1

6.3

7.8

2/6 

11,5

13.9

6.9

.0 ' '.0

.0

9.3

13.7 

13.1

7.7

9.6

1.6 

19.8

12.3

7.8.0'

.0

.0

10.1

7.1 

14.0

7.5

13.1

1.7 

15.9

7.5

8.1

0

.0

.0

14.3

4.0 

9.6

13.3

.9 

9.0

3.0

7.0

.0

,iO

.0

14.7

2.3 

10.5

0 3

? ?,

.8 

1 6

4

?, 6

0

0

0

1 4

.5 

1 0

0.0

0.8

1.7 

1.8

'2.2.1

.0

.2

.0

.7

.2 

1.0

0.2

.9

0.7 

1.1

.1

3.1

.0

.8

.0

.3

.8

.7

STONE SCREENINGS.

Se. 1

Se. 2 

Se. 3

Se. 4

So. 5

So. 6

Se. 7

Se. 8

Se. 9

Se. 10

So. 11

Se. 12

Se. 13

Se. 14

Se. 15 

Se. 16

Se. 17

Se. 18

Se. 19

Se. 20

Se. 21

Se. 22

Se. 23

Se. 24

Se. 25

Aver38.5

36.9 

37.8

37.4

42.3

32.7

37.1

35.2

33.9

32.8

43.3

36.0

39.5

36.6

35.9 

32.7

38.3

40.9

42.4

37.3

39.7

40.4

34.5

39.4

37.2 

37.0

36.0

41.1

33.1

36.1

34.6

33.0

31.8

42.1

35.1

38.2

35.8

37.0 

32.1

34.7

39.0

39.3

35.2

41.0

37.5

38.2

41.8

33.8

0 8

1 4

1 ?,

1 0

6

9

1 0

1 ?,

9

1 3

8

. . .

1.6

1 4

1 5

7

1 1

0.9

.3

.4

1.1

.7

.2

1.4

.7

36.8

40.5 

34.6

73.9

78.4

68.2

47.1

51.3

53.6

49.8

9.9

31.2

38.4

54.9

56.9 

27.4

49.7

48.7

22.9

61.5

5.8

44.4

57.0

87.0

46.3

22.5

21.1 

12.8

6.0

10.1

10.6

24.6

21.1

18.5

19.2

40.3

23.6

33.8

19.0

35.3 

34.2

22.8

17.8

37.6

7.1

'14.1

21.4'

13.8

6.8

17.0

12.3

10.0 

9.3

5 7,

3 3

3.4

10.2

8,4

7 8

86

13 7

11.0

13 7

7 4

5.3 

14 5

8 7

7.7

13.5

2.4

8 5

8 5

f, 6

1 5

6,6

7.8

7.7 

8.7

3.0

2.1

2.0

5.2

4.9

4,8

5.9

7.9

7.4

4.9

4.3

1.2 

8.4

4.4

5.5

8.9

1.8

8.8

4.9

4.3

.6

4.8

5.4

5.1 

7.6

2.2

1.2

1.5

3.6

3.7

3.9

4.1

7.2

5.2

1.8

2.8

.3 

5.5

4.1

3.5

4.1

1.2

10.1

3.4

3.9

.5

3.1

5.4

4.9 

6.9

2.2

1.9

1.7

2.7

3.8

4.0

2.6

7.9

6.5

1.4

2.8

.1

4.4

3.2

3.6

3.1

1.7

13.6

3.0

4.0

.5

3.5

?! 1

2.1 

5 0

1 5

9

9

1 5

1 5

?, 1

3 6

1 9

1 1

1 4

.0 

1 4

1 2

1 4

1 3

1 ?,

9 4

1 5

1 1

0

1 6

4.9

5.6 

13.1

'd *.

9

2.4

1.9

 2.2

2.5

2.8

18.5

11.3

4.5

3:9

.1

1.5

2.7

3.1

3.1

4.2

14.1

3.0

3.9

.5

12.2

2.2

3.0 

9 n

1.5

1 9

9.4

3,8

. 3.1

3.4

4.9

1.0

1.9

.4

3.5

.3 

1.6

3.2

8.7

5

C

18.9

15.3

' 9.9

<; A

.2.6

 4.2
TESTS OF MATERIALS OF CEMENT MOBTABS.

TABLE IXa. Tensile strength of the mortars of 22 sands.

Register 

No.a

Sd. 1... 

Sd. 2... 

Sd.8...

Sd. 4...

Ratio of cement to 

sand.b

1:3.................

1:4.................

1:3 (sifted) ........

1:3.................

1:4.................

1:3 (sifted) ........

rl:3.. ...............

1:4..... ........

1:3 (sifted) ........

1:3.................

Average .........

1:4.................

1: 3 (sifted )........

Average .........

Yield.

1.18

1.12

].09

1.14

Cement 

No.

79-15

79-17

79-26

79-15

79-17

79-27

79-28

. 79-28

79-28

7&-32

79-32

79-32

Temperature 

(°F.).

Water!

.71.0

71.2

69.8

71.0

71.2

70.7

71.0

71.0

71.0

70.7

70.7

70.7

Air.

69.0

67.6

68.0

69.0

67.6

64.4

59.2

59.2

59.2

62.6

62.6

62.6

Water 

(per 

cent).

8.9

8.3

8.9

8.9

8.3

8.9

8.9

8.3

8.9

8.9'

8.3

8.9

Tensile strength (pounds per 

square inch).

7 

days.

390 

400 

379

390

308 

285 

292

295

287 

295 

310

297

342 

357 

330

343

275 

302 

312

296

317 

310 

308

312

395 

400 

380

392

335 

350 

341

342

212 

218 

220 

217

533 

539 

490

521

367 

373 

380

373

327 

320 

316

321

28 

days.

505 

460 

475

480

370 

. 365 

384

373

371 

375 

360

369

420 

435 

450

435

395 

420 

419

411

335 

350 

315

333

557 

510 

500

522

400 

435 

417

417

354 

346 

350 

350

595 

630 

630

. 618

505 

560 

560

542

407 

405 

365

392

90 

days.

485 

455 

480

473

380 

400 

383

388

435 

4QO 

425

420

492 

490 

490

491

417 

395 

377

396

392 

400

396

505 

545 

495

515

500 

542 

510

517

380 

360 

365 

368

743 

738

785

755

690 

644 

645

660

470 

503 

512

495

180 

days.

420 

415 

410

 415

312 

310 

328

317

297 

293 

340

310

367 

370

369

275 

280 

300

285

312 

320 

300.

311

480 

493 

.512

495

402 

415 

415

411

400 

370 '365

378

717 

760 

716

731

638 

640 

.632

637-

421 

426 

463

433

360 

days.

377 

347 

380

368

333 

318 

308

320

307 

299 

212

273

316 

343 

300

320

265 

249 

242

252

272 

278 

271

274

537 

582 

575

565

473 

432 

445

460

410

365 

384

386

783 

720 

815

773

616 

648 

658

640

455 

470 

483

469

a For details of field origin of sand samples see pp. 43-52.

bin tests marked "sifted ' the sand used was sifted through No. 30 and over No. 40 size.
SANDS AND SAND MORTARS. - 63

TABLE IXa. Tensile strength of the mortars of 22 sands Continued.

Register 

No.

Sd. 5... 

Sd. 6... 

Sd. 7... 

Sd. 8...

Ratio of cement to 

sand.

1:3.................

1:4.................

1:3 (sifted). .......

AvGrtiffG

1.0

1:4.................

AVGrfl-ETG

1:3 (sifted) ........

1:3.................

A.vcr&(?6

1:4.................

1:3 (sifted) ........

A-VGrftSTG

1:3.................

AvcrftETG

1:4.................

1:3 (sifted) ........

Average .........

Yield.

.1.11

1.14

1.22

1.16

Cement

No..

79-29

79-29

79-29

79-40

79-40

79-40

79-42

79-42

79-42

79-43

79-43

79-43

Temperature 

(°F.).

Water.

70.7

70.7

70.7

69.8

69.8

69.8

69.8

69.8

69.8

63.0

68.0

68.0

Air.

70.7

70.7

70.7

70.0

70.0

70.0

64.4

64.4

64.4

68.0

68.0

;e8.o

Water 

(per 

cent).

8.9

8.3

8.9

8.9

8.3

8.9

8.9

8.3

8.9

8.9

8.3

8.9

Tensile strength (pounds per 

square inch).

7 

days.

418 

424 

388

410

325 

336 

295

318

282 

277 

295

285

500 

475 

495 

490

438 

420 

423

427

327 

300 

306

311

430 

420 

400

417

310 

320 

280

303

285 

325 

290

300

540 

560 

635

645

420 

403 

418

414

320 

310 

290

307

28 

days.

475 

-511 

510

499

371 

400 

362

37S

332 

325 

322

326

633 

607 

625 

622

530 

620 

630

527

380 

385 

422

396

507 

533 

540

527

460 

455 

410

442

423 

467 

420

437

605 

645 

635

628

562 

515 

522

633

420 

425 

425

423

90 

days.

580 

551 

635

555

475 

485 

445

468

400 

875 

405

393

715 

690 

710 

705

626 

605 

580

604

440 

470 

430

447

540 

512 

605

619

410 

370 

398

393

367 

392 

405

388

730 

758 

747

745

570 

665 

550

562

406 

410 

425

414

180 

days.

401 

420 

440

420

311 

342 

310

321

280 

300 

285

288

638 

629 

574 

614

540 600' 

610

517

316 

390 

324

343

572 

655 

582

603

430 

484 

473

462

414 

370 

390

391

757 

704 

700

720

570 

686

578

397 

412

404

360 

days.

444 

410 

392

415

319 

362 

334

338

308 

324 

351

328

752 

770 

741 

754

660 

619 

634

638

453 

421 

440

438

628 

632 

645

635

524 

522 

497

514

460 

442 

449

450

706 

678 

682

689

586 

624 

639

620

427 

421 

415

421
TESTS OF MATERIALS OF CEMENT MOBTARS.

TABLE IXo. Tensile strength of the mortars of %2 sands Continued.

Register

No.

Sd. 9... 

Sd. 10. . 

Sd. 11.. 

Sd. 12.

Ratio of cement to 

sand.

1:3.................

1:4.................

A.vcrflQ'c

1:3 (sifted) ........

/1:3. ........ ........

A-VcrflOfG

1:4.................

1:3 (sifted) ........

1:3.................

1:4.................

jVvcrfljjG

1:3 (sifted) ........

1:3. ...............

1:4 ................

1:3 (sifted)........

Averaere.........

Yield.

1.16

1.18

1.13

1.12

Cement

No.

79-45

79-45

79-45

79-39

79-39

79-39

79-46

79-46

79-46

79-47

79-47

79-47

Temperature 

(°F-)-

Water.

68.0

68.0

68.0

71.5

71.5

71.5

71.6

71.6

71.6

68.0

68.0

68.0

Air.

64.4

64.4

64.4

70.0

70.0

70.0

71.6

71.6

71.6

64.0

64.4

64.4

Water 

(per 

cent).

8.9

8.3

8.9.

8.9

8.3

8.9

8.9

8.3

8.9

8.9

8.3

8.9

Tensile strength (pounds per 

square inch).

7 

days.

390 

400 

412

401

325 

304 

308

312

274 

291 

304

290

392 

430 

412

411

341 

325 

320

329

328 

318 

300

315

434 

429 

 420

428

353 

373 

350

359

334 

345 

332 

337

405 

400 

415

407

342 

331 

366

346

265 

267 

270

267

28 

days.

504 

470 

505

493

428 

397 

410

412

385 

370 

376

377

550 

549 

541

547

460 

400 

410

423

380 

390 

440

403

600 

606 

600

602

512 

514 

531

519

442 

463 

463 

456

605 

605 

580

597

506 

504 

534

515

320 

300 

310

310

90 

days.

481 

490 

515

495

428 

437 

400

422

351 

354 

352

352

680 

640 

657

659

540 

513 

517

523

473 

460 

452

462 

647

655 

651

505 

542 

530

526

420 

460 

461 

447

610 

627 

630

622

600 

585 

593

593

370 

372 

370

371

180 

days.

486 

470 

492r

' 483

422 

4fiO 

442

441

387 

365 

376

376

486 

487 

491

488

395 

396 

410

400

396 

372 

349

372

662 

725 

.737

708

703 

710 

708

707

650 

575 

589

605

591 

598 

614

601

640 

655 

645

647

405 

435 

415

418

360 

days.

507 

532 

536

525

415 

415 

413

414

452 

421 

447

440

610

585 

592

596

428 

452 

454

445

405 

368 

. 398

390

727 

748 

730

735

690 

670 

687

682

621 

606

588 

605

807 

811 

799

806

636 

681 

656

658

512 

489 

486

496
SANDS AND SAND MORTARS. 65

TABLE IXa. Tensile strength of the mortars of2% sands Continued.

Kegister 

No.

Sd. 13.. 

Sd. 14..

Sd.15.. 

Sd.16..

Ratio of cement to 

sand.

fl:3 ................

1:4................

1:3 ................

1:4................

Average

1:8 (sifted) ........

[1 :3.. ........ .......

1:4.................

l:3(sifted). ........

1:3.................

1:4.. ................

l:3(sifted).........

Average..........

Yield.

1.21

1.19

1.13

1.20

Cement 

No.

79-50

79-50

79-52

79-52

79-52

79-63

79-63

79-53

79-54

79-54

135-20

Temperature 

(°F.).

Water.

69.8

69.8

69.8

69.8

69.8

69.8

69.8

69.8

69.2

69.8

Air.

59.0

59.0

68.0

68.0

.68.0

66.2

66.2

66.2

75.2

75.2

Water 

(per 

cent).

8.9

8.3

8.9

. 8.3

8.9

8.9

8.3

8.9

8.9

8.3

Tensile strength (pounds per 

square inch).

7 

days.

547 

560 

522

543

431 

466

444

430 

415

422

295 

315 

295

302

319 

298 

325

314

320 

300 

315

312

250 

255 

231

245

269 

255 

240

255

488 

461 

465

471

446 

420 

457

441

376 

389 

380

382

28 

days.

600 

680 

575

585

520 

475 

492

496

444 

450 

437

444

321 

324 

350

332

332 

369 

345

349

336 

343 

325

335

285 

276 

258

273

313 

320 

285

306

515 

530 

510

518

440 

475 

481

465

462 

431 

496

463

90 

days.

661 

650

055

548 

575 

565

559

425 

425 

450

433

376 

355 

343

358

348 

360 

345

351

367 380'

374

266 

271 

261

266

330 

330 

307

322

595 

673 

575

581

535 

420 

515

490

472 

495 

522

496

180 

days.

631 

695 

679

668

547 

 536 

630

538

475 

482 

494

' 484

385 

376 

398

386

379 

367 

382

376

343 

331 

319

331

294 

317 

302

304

315 

348 

326

330

583 

611 

621

605

540 

667 

551

553

584 

571

562

572

360 

days.

796 

750

787

778

673 

695 

706

691

588 

571 

578

579

408 

410 

415

411

387 

406 

415

403

386 

374 

370

377

280 

325 

312

306

335 

324 

341

333

661 

648 

640

650

521 

655 

550

542
66 TESTS OF MATERIALS OF CEMENT MORTARS.

TABLE IXa. Tensile strength of the mortars of %% sands Continued.

Register 

No.

Sd.17.. 

Sd. 18.. 

Sd. 19.. 

Sd. 20..

Katio of cement to 

sand.

[1:3..... ............

Average..........

1:4 ................

1:3 (sifted) ........

AvcrflCfG

1 Q

1:3 (sifted)........

1:3.................

1:4.................

1:3 (sifted) ........

/1:3. ................

1:4.................

Average .........

Yield.

1.27

1.15

1.19

1.16

Cement 

No.

79-56

70-56

79-56

.133-5

133-5

133-6

133-17

133-17

133-17

133-21

133-21

135-23

Temperature 

(°F.).

Water.

71.6

71.6

71.6

68.0

68.0

68.0

68.9

68.9

68.9

69.8

69.8

Air.

64.2

64.2

64.2

78.8

78.8

78.8

67.1

67.1

.67.1

78.8

 78.8

' Water 

(per 

cent).

8.9

8.3

8.9

8.9

8.3

8.9

8.9

8.3

8.9

8.9

8.3

8.9

Tensile strength (pounds per 

square inch).

7 

days.

338 

344 

348

343

285 

292 

270

282

308 

300 

330

. 313

351 

364 

382

366

300 

337 

320

319

228 

255 

232

238

534 

515 

555

535

492 

485 

450

476

265 

282 

290 

279

455 

446 

420

440

384 

375 

355

371

337 

320 

309

322

28 

days.

380 

345 

357

361

318 

317 

321

319

333 

345 

347

342

450 

500 

480

477

400 

355 

405

387

329 

310 

350

330

635 

647 

680

654

515 

500 

490

502

317 

340 

320 

326

548 

565 

556

556

498 

466 

499

488

347 

395 

398

380

90 

days.

438 

420 

450

436

360 

345 

330

345

. 383 

382 

360

375

496 

506 

540.

514

460 

457 

497

. 471

330 

377 

351

353

703 

663 

659

675

530 

528

529

376 

346 

336

353

624 

573

598

571 

535 562'

556

332 

368 

380

360

180 

days.

436 

473 

489

466

386 

375 

399

387

341 

362 

350

351

575 

540 

534

550

452

485 

477

471

376 

330 

343

350

792 

780 

746

773

665 

615 

633

638

426 

388 

382

399

632 

 673 

706

670

610 

544 

562

572

423 

422 

436

427

360 

days.

485 

470 

468

474

430 

406 

412

416

389 

395 

387

390

542 

560 

564

555

464 

462 

456

461

426 

397 

408

410

799 

781 

842

807

592 

700 

653

648 

383

363

648 

760 

700

703

566 

480 

540

529

571 

578 

566

572
SANDS AND SAND MORTARS. 67

TABLE IXa. Tensile strength of the mortars of'28 sands Continued.

Regis 

ter

No.

Sd. 21.. 

Sd. 22..

Ratio of cement to 

sand.

/1:3.. .........'.....,

AvGrflCfG

1:4.................

1:3 (sifted) ........

1.0

Average

1:3 (sifted) ........

Yield.

1.05

1.11

Cement 

No.

133-3

133-3

133-3

. Temperature 

(°F.).

Water.

03.0

63.0

63.0

68.0

68.0

68.0

Air.

67.1

67.1

67.1

71.0

71.0

65.0

Water 

(per 

cent).

8.9

8.3

8.9

11.6

11.0

11.6

Tensile strength (pounds per 

square inch).

7 

days.

285 

275 

300

287

210 

203 

200

204

232 

285 

260

259

285 

276 

272

277

188 

194 

200

194

225 

235 

217

226

28 

days.

361 

357 

350

356

256 

250 

247

251

282 

282 

311

292

454 

439 

432

442

318 

311 

323

317

307 

310 

315

311

90 

days.

360 

336 

337

341

243 

293 

260

265

283 

290 

300

291

440 

438 

470

449

367 

368 

377

371

358 

365 

360

361

180 

days.

405 

373 

362

380

300 

308 

280

296

337 

294 

280

304

462 

490 

510

487

' 414 

375 

391

393

375 

372 

354

367

360 

days.

389 

397 

383

390

275 

264 

275

271

337 

320 

329

329

TABLE IX/j. Compressive strength of the mortars of 22 sands.

Register 

No.a

Sd. 1... 

Sd. 2...

Ratio of cement 

to sand. &

1:3 .............

1:4.......:.....

A.vcrfl.fiTG

1:3 (sifted) ......

r l : 3 .............

1:4..............

1:3 (sifted).....

Averaere ......

Yield.

1.18

1.12

Cement 

No.

"79-5

79-12

79-21

79-5

79-13

79-22

Temperature

(°F.),

Water.

70.0

' 68.0

69.8

70.0

68.0

70.7

Air.

64.4

60.8

68.0

64.4

73.4

64.4

Water

(per 

cent).

8.9

8.3

8.9

8.9

8.3

8.9

Compressive strength (pounds 

per square inch).

7 

days.

1,200 

1,250 

1,147

1,199

932 

875 

852

886

1,325 

1,275 

1,272

1,291

1,625 

1,795 

1,715

1,712

1,100 

1,037 

1,012

1,050

1,200 

1,125 

1,106

1.143

28 

days.

2,200 

2,112 

2,137

2,150

1,375 

1,562 

1,412

1,450

2,077 

2, 187 

2,192

2,152

3, 212 

3,700 

3,367

3,426

2,025 

2,000 

2,162

2,062

1,900 

1,930 

1,862

1. 897

90 

days.

3,642 

3,475 

3,600

3,539

2,488 

2,313 

2,488

2, 430

2,790 

2,570 

3,170

2,843

4,667 

4,630 

4,875

4,724

2,745 

2,500 

2,500

2,682

2,100 

2,545 

2,500

2.382

180 

days.

3, 630 

3,570 

3,830

3,677

2,850 

2,813 

2,813

2,825

2,825 

3,125 

2,775

2,908

5, 285 

5,538 

5,258

5,360

3,150 

3,025

3,088

2.515 

2,488 

2,610

2.538

360 

days.

4,475 

4,200 

4,150

4,275

3,000 

2,900 

3,200

3,033

3,425 

3,500 

3,350

3, 425

5,800 

5,725 

6,650

5,725

3,975 

3,750 

3,600

3,775

3,050 

2,760 

2,925

2.908

a For details of field origin of sand samples see pp. 43-52.

6 In tests marked "sifted" all sand used was sifted through No. 30 and over No. 40 size.
68 TESTS OF MATERIALS OF CEMENT MORTARS.

TABLE 1X6. Compressive strength of the mortars of 22 sands Continued.

Register 

No.

Sd. 3... 

Sd. 4...

Sd. 5... 

Sd.6...

Ratio of cement 

to sand.

1:3 .............

1:4.............

1:3 (sifted).....

1:3 .............

1:4 .............

1:3 (sifted).....

AvGrftsrG

1:3 .............

1:4.............

1:3 .............

1:4 .............

1:3 (sifted).....

Average .....

Yield.

1.12

1.12

1.11

1.14

Cement

No.

79-23

79-23

135-24

'79-27

79-27

135-25

79-24

' 79-24

79-24

79-40

79-40

79^0

Temperature 

(°F.).

Water.

73.4

73.4

78.8

70.7

70.7

78.8

70.7

70.7

« 70.7

71.6

71.6

 71.6

Air.

71.6

71.6

7L6

62.6

62.6

71.6

62.6

62.6

62.6

71.6

71.6

71.6

Water 

(per 

cent).

8.9

8.3

11.5

8.9

8.3

10.1

8.9

8.3

8.9

8.9

8.3

8.9

Compressive strength (pounds - 

per square inch).

7 

days.

2,012 

1,987 

2,002

2,000

1,167 

1,092 

1,225

1,161

1,775 

1,675

1,725

3,275 

3,168 

3,225

3,223

1,968 

1,838 

1,750

1,852

1,450 

1,475

1,462

2,250 

2,300 

2,057

2,202

1,427 

1,412 

1,350

1,396

1,425 

1,375 

1,300 

1,367

2,658 

2,675 

2,725

2,686

1,790 

1,658 

1,678

1,709

1,163 

1,220 

1,275

1.219

28 

days.

3,722 

3,750 

3,720

3,731

2,618 

2,825 

2,385

2,609

2,225 

2,600

2,412

5,220 

4,838 

4,975

5,011

2,908 

3,225 

3,000

3,044

2,700 

2,025

2,362

2,500 

2,375 

2,613

2,496

1, 920 

2,000 

2,188

2,036

1,258 

1,335 

1,373 

1,322

3,995 

4,208 

4,093

4,099

2,460 

2,525 

2,718

2,568

1,893 

1,720 

1,770

1.794

90 

days.

4,608 

4,850 

5,113

4,857

3,470 

3,725 

3,453

3,549

3,550 

3,400 

3,300

3,417

5,975 

6,075 

6,288

6,113

4,453 

4,388 

4,530

4,457

4,375 

4,600

4,488

4,363 

4,613 

4,523

4,500

3,215 

3,225 

3,000

3,147

2,100 

2,225 

2,250 

2,192

3,050 

 3, 490 

3,168

3,236

2,650 

2,850 

2,722

2,741

1,565 

1,585 

1,500

1.550

180 

days.

5,088 

5,578 

5,173

5,280

3,778 

4,043 

3,780

3,867

3,300 

3,175 

2,475

2,983

5,935 

6,275

6,105

3,930 

4,335

4,133

'3,713 

3,500 

3,750

3,654

4,925 

4,750 

4,580

4,752

3, 608 

3,605 

3,628

3,614

?,,870 

2,695 

2,538 

2,701

4,425 

3,975 

4,275

4,225

3,100 

3,325 

3,200

3,208

2,175 

2,300 

2,325

2.267

360 

days.

6,140 

6,062 

6, 202

6,135

4,135 

4,850 

4,335

4,440

7,825 

8,100 

8,075

8,000

5,050 

5,525 

5,300

5,292

1,850 

1,812 

2,000

1, 887

2, 048 

2,088 

2,253

2,130 

1,848

2,185

2,250 

2,094

4,950' 

4,850 

5,112

4,971 

4,000

3,"825 

3,912

2, 800 ' 

3,050 

2,925

2.925
SANDS AND SAND MOBTAES. 69

TABLE 1X6. Compressive strength of the mortars of 22 sands Continued.

Register 

No.

Sd. 7... 

Sd. 8... 

Sd.9... 

Sd. 10..

 Ratio of cement 

to sand.

1:3..............

1:4 .............

1:3 (sifted) ....'.

1.Q

 A vprn p°f

1:4..............

I

.q

A-VCrftETG

1:4..............

1:3 (sifted) .....

1:3..............

1:4..............

1:3 (sifted).....

Average ......

Yield.

1.22

1.16

1.16

1.18

Cement 

. No.

79-42

79-42

79-42

79-13

79-43

79-43

79-45

79-45

79-45

79-39

79-39

79-39

Temperature

Water.

68.0

68.0

68.0

64.4

64.4

64.4

.68.0

68.0

68.0

69.8

69.8

69.8

Air.

68.0

68.0

68.0

64.4

64.4

64.4

64.4

64.4

64.4

67.1

67. i

67.1

Water 

(per 

cent).

8.9

8.3

8.9

8.9

8.3

8.9

8.9

8.3

8.9

8.9

8.3

8.9

Compressive strength (pounds 

per square inch).

7 

days.

1,600 

1,575 

1,500,

1,558

1,080 

1,158 

1,058

1,098

1,263 

1,163 

1,183

1,203

2,403 

2,408 

2,520 

2,444

1,633 

1,690 

1,760

1,694

1,263 

1,265 

1,168

1,232

2,230 

2,000 

2,038

2,089

1,460 

1,375 

1,423

1,419

900 

850 

845

865

1,623 

1,688 

1,750

1,687

1,050 

1,163 

1,063

1,092

930 

933 

925

929

28 

days.

3,380 

3,513 

3,353

3,415

2,200 

2,038 

2,388

2,209

2,375 

2,175 

2,288

2,279

5,670 

5,410 

5,388 

5,489

3,675 

4,000 

3,918

3,864

1,743 

1,600 

1,738

1,694

3,745 

3,328 

3,410

3,494

2,608 

2,728 

2,500

2,612

1,500 

1,475

1,488

3,120 

2,840 

2,648

2,869

1,895 

1,945 

1,792

1,877

1,408 

1,480 

1,512

1.467

90 

days.

5,100 

4,585 

5,195

4,959

3,418 

3,303 

3,625

3,449

3,238 

2,975 

3,093

3,102

5,825 

5,950 

6,225 

6,000

4,250 

4, 100 

3,975

4,108

1, 750 

1,675

1,712

5,825 

5,288

5,557

3,163 

3,000 

3,513

3,225

1,750 

1,875

1,812

4,425 

4,500

4,462

2,263 

2,470 

2,288

2,340

2,288 

2,238 

2,413 

2.313

180 

days.

5,650 

5,650 

5,900

5,733

3,175 

3,500 

3,325

3,333

3,325 

3,675 

3,475

3,492

7,512 

7,525 

7,625 

7,554

4,902 

5,608 

5,068

5,193

2, 425 

2,388 

2,638

2,484

2, 950 

2,815 

3,038

2,934

2,650 

2,262 

3,022

2,645

2,288 

2,370 

2,358

2,339

4,705 

4,600 

4,612

4,639

2,650 

2,668 

2,750

2,689

2,282 

2,462

2. 372

360 

days.

5,600 

5,950 

5,475

5,675

4,175 

4,400 

4,375

4,317

4,125 

4,100 

4,050

4,092

7, 125 

8,000 

7,075 

7,400

4,725 

4,550 

4,400

4,558

3,175 

2,950 

2,900

3,008

6,000 

5, 925 

5, 650

5, 858

4,176 

4,100 

3,875

4,050

3, 100 

2,925 

3,000

3,008

5,975 

5,775 

5,700

5,817

3,800 

3,900 

3,675

3,792

2,175 

2,300 

2,050 

2.175
70 TESTS OF MATERIALS OF CEMENT MORTARS.

TABLE 1X6. Compressive strength of the mortars of 2% sands Continued.

Register 

No.

Sd. 11..

Sd. 12.. 

Sd. 13.. 

Sd. 14. .

Ratio of cement 

' to sand.

i -s

1:4..............

1:3 (sifted) .....

1:3..............

1:4..............

1:3 (sifted) .....

1:3..............

1:4..............

1:3.............

1:4.............

l:3(sifted).....

Average ......

Yield.

1.12

1.21

. 1.19

Cement 

No.

79-46

79nl6

79-46

79-47

79-47

79-47

79-50

79-60

79-62

79-62

79-52

Temperature

(°F.).

Water.

68.0

1 68.0

68.0

69.8

69.8

69.8

69.8

69.3

68.9

68.9

68.9

Air.

64.4

64.4

64.4

62.6

62.6

62.6

60.0

60.0

68.2

68.2

68.2

Water 

(per 

cent).

8.9

8.3

8.9

8.9

8.3

8.9

. 8.9

8.3

8.9

8.3

8.9

Compressive strength (pounds 

per square inch).

7 

days.

2,025 

2,045 

2,213

2,094

2,113 

1,988 

2,000

2,034

1,038 

1,045 

1,045

1,043

2,550 

2,263 

2,480

2,431

1,875 

1,788 

2,000

1,888

1,260 

1,200 

1,250

1,237

3,200 

3,138 

3,188

3,175

2,888 

3,000 

2,700

2,863

1,875 

1,938

1,906

1,350 

1,413 

1,350

1,371

1,380 

1.488 

1,475

1.448

28 

daj's.

5,358 

5, 208 

5,300

5,289

3,835 

4,015 

3,583

3,811

2,335 

2,198

2,266

4,250 

4,240

4,245

2,750 

2,973 

2,795

2,839

1,500 

1,550 

1,525

1,525

5,633 

5,575 

5,538

5,582

4,348 

4,708 

4,250

4,435

3,188 

3,138 

3,150 

3,159

1, 900 

2, 088 

1,830

1,939

1, 988 

1,895 

2,025

1.969

90 

days.

5,863 

5,650 

5,563

5,692

4,450 

4,038 

4,375

4,288 

3,238

3,128 

3,183

6,438 

6,083 

6,213

6,245

3,875 

4,235 

3,975

4,028

1,975 

2,025

2,000

5,637 

6,375 

5,685

5,899

4,135 

4,737 

4,425

4,432

3,708 

3,425 

3,475 

3, 536

2,650 

2,875

2,763

2,675 

2, 638 

2,825

2,713

180 

days.

5,050 

5,125 

5,025

5,067

5,000 

5,200 

4,550

4,917

2,225 

1,875 

1,800

1,967

6,000 

6, 250

6,125

3,700 

3, 950 

3,825

3,825

850 

1,100 

1,100

1,017

7,500 

7,000 

7,050

7,183

5, 550 

5,550 

5, 376

5,492

4,350 

3,850 

4,025

4,075

2,725 

2,250 

2,375

2,450

3,075 

3,000 

2,750

2.942

360 

days/

5,925 

5,450 

5,600

5,658

4,700 

4,975 

4,800

4,825

3,200 

2,975 

3,075

3,083

6,600 

6,800 

6,975

6,792

4,450 

4,225 

4,225

4,300

2, 750 

2,812 

2,925

2,829

6,775 

6,550 

6,887

6,737

4,125 

4,375 

4,425

4,308

4,000 

3,800 

4,062

3,954

3,200 

3,300 

3,250

3,250

2,900 

2,900 

3,000

2.933
SANDS AND SAND MOETAES. 71

TABLE 1X6. Compressive strength of the mortars of 22 sands Continued.

Register 

No.

Sd. 15.. 

Sd. 16.. 

Sd. 17.. 

Sd. 18..

Ratio of cement 

to sand.

1:3.............

1:4.............

l:3(sifted).....

f"l <CJ

1:4.............

1:3 (sifted).....

1:3.............

1:4.............

1:3 (sifted)......

1:3.............

1:4.............

l:3(sifted) .....

Average ......

Yield.

1.13

1.20

1.27

1.15

Cement 

No.

79-53

79-53

79-53

79-54

79-54

135-20

79-56

79-56

79-56

133-5

133-5

133-5

Temperature 

(°F.).

Water.

69.8

69.8

69:8

69.8

69.8

71.6

71.6

71.6

67.1

67.1

67.1

Air.

68.0

68.0

68.0

65.3

65.3

67.1

67.1

67:1

68.0

68.0

68.0

Water

 (peJ cent).

8.9

8.3

8.9

8.9

8.3

8.9

8.3

'8.9

8.9

8.3

8.9

Compressive strength (pounds 

per square inch) .

7 

days.

1,243 

1,263 

1,280

1,262

995 

908 

958

954

1,150 

1,108 

1,070

1,109

3,025 

3,375 

3,285

3,228

2,383 

2, 440 

2,300

2,376

2,225 

2,200 

2,225

2,217

1,940 

1,850 

1,933

1,908

1,345 

1,338 

1,280

1,321

1,408 

1,348 

1,363

1,373 

1,513

1, 613 

1,563

1,335 

1,380 

1,275

1,330

1,158 

1,175 

1,113

1.149

28 

days.

1,860 

1,900 

1,933

1,898

1,388 

1,345 

1,323

1,352

1,610 

1,548 

1,500

1,553

5,525 

5,675 

5,813 

5,671

3,525 

3,675 

3,338

3,679

3,225 

3,575 

3,175

3, 325

3,143 

3,100 

.3,093

3,112

2, 385 

2,263 

2,368

2,339

2,440 

2, 250 

2,418

2,369

3,183

2,888 

3,188

3,086

1,988 

2,130 

2, 125

2, 081

1,500 

1,638

1.569

90 

days.

2,012 

2,000 

2,087

2,033

1,500 

1,488 

1,675

1,554

2,025 

2,088 

1,800

1,971 

5,062

5,975

5,538 

5,525

3,750 

4,250

4,000

3,475 

2,900 

3,375

3,250

4,225 

3,755 

3,875

3,952

2,625 

2,562 

2, 650

2,612

2,610 

2.600 

2', 538

2,583

3, 950 

4,075

4,012

2, 000 

2,075

2,038

1,950 

2,008 

2,000

1.986

180 

days.

2,800 

2,575 

2, 525

2,633

1,875 

1,725 

1,900

1,833

2,200 

2,050 

1,950

2,067

7,225 

7,150 

6,950 

7,108

4,375 

4,750 

4,725

4,617

3,513 

3,025 

3,725

3,421

4,700 

4,475 

5,050

4,742

3,275 

3,475 

3,250

3,333

3,275 

3,050 

3,000

3,108

3,800 

3,150 

4,050

3,667

3,225 

3,000 

2,975

3, 067

2,050 

2,350 

2,300

2.233

360 

days.

2,750 

2,687 

2,750

2,729

1,950 

1,925 

2, 000

1,958

2,000 

2,050 

2,062

2,037

6,750 

6,625 

6,862 

6,742

4,787 

4,675 

4,800

4,754

4,887 

4,725 

4,687

4,766

3,425 

3,500 

3, 612

3, 512 

3,400 

3,412 

3, 600 

3,471

4,425 

4,550 

4,450

4,475

3,175 

3,100 

3,150

3,142

2,725 

2,650 

2,650

2.675
72 TESTS OP MATEEIALS OF CEMENT MORTARS.

TABLE 1X6. Compressive strength of the mortars of 22 sands Continued.

Register

No.

Sd. 19.. 

Sd. 20.. 

Sd. 21..

Sd. 22. .

Ratio of cement 

to sand.

1:3.............

1:4.............

l:3(sifted)......

1:3..............

1:4..............

1:3 (sifted) .....

1:3...'...........

1:4..............

1:3 (sifted) .....

1:3..............

1:4..............

1:3 (sifted) .....

Yield.

1.19

1.16

1.05

1.11

Cement 

No.

133-17

133-17

135-26

133-21

133-21

135-23

133-3

133-3

133-3

Temperature

(°F.).

Water.

68.9

68.9

78.8

69.8

69.8

78.8

63.5

63.5

63.5

71.0

71.0

68.0

Air.

77.0

77.0

71.6

73.4

73.4

72.5

74.0

74.0

74.0

68.8

68.0

65

Water 

(per 

cent).

8.9

8.3

11.0

8.9

8.3

8.9

8.9

8.3

8.9

11.5

11.0

11.5

Compressive strength (pounds 

per square inch).

7 

days.

4,475 

4,128 

4,138

4,247

2,588 

2,305 

2,320

2,404

2,125 

1,875 

1,875

1)958

3,443 

3,'565 

3,703

3,570

2,025 

2,253 

2,000

2,093

1,450 

1,425 

1,500

1,458

1,600 

1,500 

1,545

1,548

1,065 

1,078

1,071

1,020 

1,015 

1,093 

1,043

2,375 

2,250 

2,325

2,317

1.375 

1', 375 

1,325

1,358

1,425 

1,400 

1,425

1,417

28 

days.

5,620 

5, 425 

5,755

5,600

2,825 

3,110 

2,750

2,895

2,375 

2,400 

2,425

2,400

5,218 

5,140 

5,148

5,169

3,200 

3,258 

3,013

3,157

2,400 

2,300 

2,550

2,417

2, 353 

2,145 

2,250

2,249

1,300 

1,210 

1,203

1,238

1,663 

1,660 

1,583 

1,635

4,075 

4,175 

4,050

4,100

2,450 

2,350 

2,375

2,395 

2,750

2,700 

2,650

2, 700

90 

days.

6,325 

5,100 

5,700

5,708

5,675 

4,225 

3,775

4,558

2,550 

2,475

2,512

5,150 

4,800 

5,375

5,108

3, 575 

3,550 

4,050

3,725

3,650 

3,525 

3.375

3,517

2,920 

2,620 

2,600

2,713

1,762 

1,945

1,853

1,900 

1,670 

1,912 

1,827

5,625 

5,650 

5,425

5,570

3,625 

3,900 

3,812

3,780

3,400 

3,450 

3,375

3,408

180 

days.

6,525 

6,575 

7,050

6,719

5,350 

4,950 

5,250

5,183

3,900 

3,488 

3,475

3,621

5,800 

6,500 

6,300

6,200

4,725 

5,050 

5,500

5,092

3,550 

3,650 

3,375

3,525

2,550 

3,000 

3,125

2,892

1,825 

1..850 

2,250

1,975

2,175

9 &, WS OLO

2,400 

2,300

5,125 

4,900 

4,850

4,958

3,600 

3, 675 

3, 550

3,608

3,550 

3,500 

3,675

3,675

360 

days.

7,900 

8,400 

6,950

7,750

4,950 

4, 200 

5,250

4,800

5,450 

7.025 

7,000

6,492

5,200 

4,800 

4,550

4,850

3,300 

3,375 

3,325

3,333

2,350 

2,250 

2,500

2,367

2,525 

2,562 

2,650 

2,579

......
SANDS AND SAND MOETAES. 73

TABLE IXc. Transverse strength of the mortars of 22 Hands.

llegister 

No."

Scl. 1...

Sd. 2...

Sd. 3... 

Sd. 4... 

Sd. 5...

Ratio of cement 

to sand. >>

1:3 .............

l-A. ............

A-VOFHiTG

1:3 (sifted) .....

AvGrRtrc

1:3.............

1:4.............

1:3 (sifted).....

1:3 .............

1:4.............

1:3..............

1:4..............

1:3..............

1:4..............

Average ......

Yield.

1.18

1.12

1.09

1.14

1.11

Cement 

No.

133-36

133-37

133-38

133-39

133-11

133-42

136-9

136-8

136-10

136-11

136-12

136-13

Temperature

(°F.).

Water.

70.7

69.8

68.9

71.6

71.6

69.8

Air.

64.4

64. 2

 65.3

71.6

69.8

68.9

........

Water 

(per 

cent).

8.9

8.3

8.9

8.9

8.3

8.9

8.9

8.3

8.9

8.3

8.9

8.3

Transverse strength '(pounds per 

square inch).

7 

days.

576 

720 

630

642

504 

468 

504

492

468 

450 

504

474

648 

666 

666

660

504 

414 

432

450

450 

360 

324

. 378

720 

720 

684

708

522 

' 540 

522

528

1, 152 

1,098 

1,008

1, 086

756 

684 

630

690

576 

612 

594

594

504 

450 

640

498

28 

days.

792 

774 

774

780

648 

666 

684

666

648 

.612 

522

594

846 

810 

738

798

666 

558

612

558 

504 

702

588

918 

828 

900

882

630 

630

702

654

1, 152 

1,080 

1,116

1,116

828 

864 

720

804

756 

738 

756

750

558 

576 

540

558

90 

days.

972 

864 

756

864

750 

576 

594

642

648 

684

666

684 

666 

702

684

666 

594 

612

624

576 

684 

738

666

1,116 

1,224 

1,224

1,188

846 

936 

846

876

1,278 

1,368 

1,296

1,314

1,098 

1,152 

1,044

1,098

990 

1,080 

1,098

1,056

738 

648 

684

. 690

180. 

days.

1, 116 

1,008 

1,044

1,056

918 

918

918

882 

828 

864

858

972 

1, 008 

720

900

828 

756 

774

786

792 

846 

702

780

1, 134 

1, 224 

1, 188

1,182

1,116 

1,170 

1, 116

1,134'

1, 206- 

1,242 

1,224

1,224

1,224 

1, 188 

1,296

1,236

972 

1, 044 

936

984

846 

864

855

360 

days.

1,044 

1,116 

1,062

1, 074 

792

792

810 

828 

- 792

810

1,008 

1,044 

972

1, 008

468 

396

432

864 

864 

828

852

......

« For details of field origin of sand samples see pp. 43-52.

&In tests marked "sifted" all sand used was sifted through No. 30 and over No. 40 size.

19715 Bull. 331 08 6
TESTS OF MATERIALS OF CEMENT MORTARS.

TABLE IXc. Transverse strength of the mortars of 28 sands Continued.

Register 

No.

Sd. 6... 

Sd. 7... 

Sd. 8... 

Sd. 9...

Ratio of cement 

to sand.

1:3..............

1:4..............

1:3 (sifted) .....

J :3. ............

1:4.............

1:3 (sifted) .....

1:3..............

\-A....^. ........

1:3 (sifted)......

1:3..............

1:4...:..........

1:3 (sifted)......

Average......

Yield.

1.14

1.22

1.16

1.16

Cement. 

No.

134-11

134-12

134-13

13-1-14

134-15

134-16

134-17

134-18

134-19

134-20

134-21

134-22

Temperature

(°F.).

Water.

74.3

75. 2

75.2

77.0

77.0

77.0

77.0

77.0

78.8

75.2

77.0

78.8

Air.

71.6

74.6

70. 1

80.6

80.6

75.2

75.2

70.7

82.4

73.4

77.0

73.4

Water 

 (per 

cent).

8.9

/

8.3

8.9

8.9

8.3

8.9

8.9

8.3

8.9

8.9

8.3

8.9

Transverse strength (pounds per. 

square inch).

7 

days.

774 

936 

792

834

576 

666 

576

606

576 

504 

540

540

648 

720 

792

720

540 

342

441

486 

468 

468

474

576 

594 

432

534

' 468 

468 

414

450

486 

468 

504

486

684 

684 

702

690

648 

558 

540

582

522 

558 

576

552

28 

days.

882 

864 

1,044

930

864 

864 

756

828

486 

630 

720

612

990

954

972

720 

702 

738

720 

576

612 

594

1,134 

1,206 

1,026

1,122

1,008 

792 

810

870

648 

576 

612

612

720 

792 

702

738

612 

612 

630

618

612 

612 

648

624

90 

days.

1,188 

1,152 

1,206

1,182

936 

972

864

924

828 

756 

810

798

1,098 

1,044 

1, 206

1,116

918 

990 

882

930

864 

1,080 

954

966

1,044 

1,170 

1,080

1,098

1,026 

1,062 

918

1,002

720 

792 

810

774

918 

1,062 

972

984

792 

846 

756

798

612 

702 

828

714

180 

days.

1,512 

1 , 566 

1,368

1,482

1,044 

1,116 

990

1,050

630 

558 

756

648

1,098 

972 

1, 044

1,038

936 

1,026 

918

960

846 

972 

828

882

1,260 

1,296 

1,206

1,254

1,224 

1,1)6 

1,170

1,170

756 

864 

774

798

882 

972 

846

900

864 

846 

936

882

'684 

702 

684

690

360 

days.

1,476 

1,458 

1,422

1,452

1,134 

1,152 

1,206

1, 164

738 

828 

792

786

1,206 

1,278 

1,260

1,148

972 

918 

972

954

918 

936 

828

894

1,296 

1, 296

1, 296

954 

972 

972

966

630 

648 

648

' 642

990 

1,008 

900

966

738 

702 

684

708

756 

684 

756

732
SANDS AND SAND MOKTABS. 75

TABLE IXc. Transverse strength of-the mortars of 22 sands Continued.

Register 

No.

Sd. 11.. 

Sd. 1/2..

Sd. 13. . 

Sd. 14.. 

Sd. 15..

Ratio of cement 

to sand.

n-.s.... ..........

1:4..,....:......

i '}

1:4..............

A-VGrflfiTG

1:3..............

1:4..............

A-VCrftffG

i ,o / ci ftc*f\ ^

1:3..............

1:4..............

1:3..............

1:4..............

Average ......

Yield.

1.13

1. 12

1. 21

1.19

1.13

Cement 

No.

135-4

135-5

135-0 .

135-7

135-8

135-9

135-14

135-27

135- ! 6

135-15

135-18

135-39

135-17

Temperature 

(°F.).

Water.

 78. 8'

78.8

79.5

78.8

.78.8

78.8

80. 6

78.8

81.4

80. G

80. C

77.0

77.0

Air.

82.4

80.6

77.0

78.8

80.6

77.0

84.2

84.2

82.4

82.4

84.2

68.0

68.0

Water 

(per 

cent) .

8.9

8.3

8.9

8.3

8.9

8.3

8.3

8.9

8.3

8.9

8.9

8.3

8.9

Transverse strength (pounds per 

square inch) .

7 

days.

864 

774 

738

792

558 

522

' 640

648 

900 

810

786

612

558 

594

588

792 

864 

864

840

666 

558 

558

594

558 

612

585

720 

666

693

594 

576 

630

. 600

648 

756 

666

690

396 

504 

486

462

360 

324 

288 

324

522 

486 

450

486

28 

days.

1,152 

1, 044 

1, 116

1,104

1,008 

1,008 

918 

978

954 

1,008 

882

948

900 

918 

954

924

900 

918

804

894

1,008 

918

963

900 

720 

936

852

702 

720 

792

738

666 

702 

612

660

756 

720 

756

744

676 

558 

630

 588

468 

504 

450

474

630' 

594 

612

612

90 

days.

1,260 

1, 332 

1,188

1,200

1, 242 

1,026 

1,188 

1,152

1,368 

1,368 

1,224

1,320

1,134 

1,098 

1,008

1,080

1,206 

1,080 

1,098

1,128

1,206 

1,440 

1,832

1,326

990 

1,116 

1,062

1,056

1,206 

1,062 

1,116

1,128

972 

918 

918

936

1,026 

918 

900

948

954 

864 

900

906

396 

486 

360

414

594 

486 

612

564

180 

days.

1,188 

1, 296 

1,332

1, 272

1, 314 

1, 368 

1,314

1,332

1,350 

1,404 

1,386

1,380

864 

1,008 

936

936

1,224 

1,368 

1,350

1,314

1,152 

1,224 

1,242

1,206

918 

972 

936

942

1,062 

1,080 

990

1,044

900 

936 

846

894

1,044 

1,008 

1,026

1,026

738 

702 

936

792

756 

756 

720

744

540 

684 

612

612

360 

days.

'.

...:..

......
76 TESTS OF MATERIALS OF CEMENT MORTARS.

TABLE IXc. Transverse strength of the mortars of %2 sands Continued.

Register 

No.

Scl. 16..

Sd. 17.. 

Sd. '2-2..

Ratio of cement 

to sand.

1:3.............

1:4.............

1:3 (sifted).....-

1:3.............

1:4.............

1:3 (sifted) .....

i ^

i-.'i. ............

1:3 (sifted).....

*Vvcrntrc

Yield.

1.20

1.27

1.11

Cement 

No.

135-22

135-21

135-20

13(1-4

- 136-3

136-2

Temperature 

(°F.). 

Water.

78.8

79. 5

77.0

77.9

78.8

80.6

' 71

71

65

Air.

75.2

76.1

73.4

76.1

80.6

82.4

68

68

68

Water 

(per 

cent).

8.9

8.3

8.3

8.9

8.3

8.9

11.5

11.0

11.5

Transverse strength (pounds per 

square inch).

7 

days.

846 

882 

846

858

702

774 

864

780

774 

576 

828

726

522. 

. 450 

432

468

468 

432 

396

432

468 

360 

378

402

594 

571 

594

586

396 

396 

398

397

396 

414 

423

411

f

28 

days.

1,080 

1,152 

1,134

1,122

1,044 

954 

972

990

954 

864 

864

894

882 

828 

864

858

756 

648 

720

708

612 

666 

594

624

 882 

936 

855

891

612 

666 

630

636

630 

648 

621

623

90 

days.

1,044 

1,206 

1, 242

1,164

864 

1, 080 

1,352

1,032

756 

1,008 

1,044

936

810 

828 

936

858

828 

828 

792

816

756 

720 

756

744.

1,044 

1,008 

1,017

1,023

810 

864 

882

852

. 882 

954 

864

900

180 

days.

972 

1,008 

972

984

1,044 

1,026 

1, 062

1,044

864 

936 

882

894

990 

972 

1,044

1, 002

972 

972 

954

966

828 

900 

1,026

918

972 

1,080 

922

1,008

846 

846 

900

864

774- 

810 

882

822

360 

days.

......
SANDS AND SAND MORTARS. 77

TABLE X. Chemical analyses of silt contained in 17 sands, in 11 gravel screenings, and in

24 stone screenings

[Values expressed in percentages.] 

SILT CONTAINED IN SANDS."

Register No. '>

Sd.l ............

Sd. 3.... ........

Sd. 4.... ........

Sd.6............

Sd. 7 ...'.........

Sd. 8.... ........

Sd. 9............

Sd. 10...........

Sd.ll...........

Sd. 12. ..........

Sd. 13. ..........

Sd. 14. ..........

Sd. 16...........

Sd. 17. ..........

Sd. 18. ..........

Sd. 19.... .......

Sd. 20...........

Silica 

(SiO«).

69.78 

 46.46 

» 30. 90 

27.98 

31. 18 

31.63 

28.94 

37..40 

. 7.18 

5.54 

39.52 

57. 30 

47.78 

57.92 

42.76 

41. 74 

. 42. 40

Alu- - 

mina 

(AlsOs).

9.92 

10.06 

5.80 

8.90 

6.20 

5.99 

14.69 

6.77 

1.58 

1.59 

10.59 

8.03 

5.87 

12.68 

8.63 

7.10 

8.12

Ferric oxide (Fe 0).28

3.12 

5.14 

4.17 

1.36 

4.84 

3.81 

1.27 

7.99 

.68 

.47 

2.87 

.71 

3.27 

5.18 

8.22 

7.60 

8.00

Manganese oxide (MnO).

0.31 

. .17 

.11 

.33 

.18 

.20 

 .28 

.69 

.54 

.11 

1.30 

.18 

.47 

.20 

.74 

.61 

.50

Lime 

(CaO).

4.92 

. 12.28 

18.06 

19.88 

18.28 

17.83 

16.64 

13.82 

27.79 

28.56 

17.06 

12. 53 

15.76 

7.60 

12.50 

14. 58 

12.78

Magnesia 

(MgO).

2.18 

5.52 

11.36 

11.30 

10.82 

10.96 

9.97 

7.90 

18.74 

18.43 

4.66 

4.58 

4.96 

3.04 

7.02 

6. 15 * 6.82-

Sulphuric an- hydride (SOa).

OJ6 

.09 

.10 

.22 

.17 

.33 

.10 

.10 

.89 

.10 

.17 

.09 

.14 

.03 

.12 

.13 

* .16

Alkalies.

Na20.

0.72 

.03 

.37 

1.04 

.70 

1.65 

.32 

1.76 

.27 

.86 

.86 

.87 

1.04 

.03 

.19 

.71 

.80

KjO.

1.51 

1.60 

.82 

.63 

1.62 

.90 

1.76 

1.52 

.71 

.44 

1.36 

.41 

1.06 

2.19 

1.30 

1.73 

1.68

=^o

«* 

£

oS

ff

0.74 

.55 

.60 

.66 

.57 

.14 

.79 

.61 

.04 

.08 

.14 

.25 

.25 

.69 

.73 

.76 

.74

Ignition loss.

Total.

70.6 

18.23 

28.04 

27.90 

25.83 

56.75 

25.51 

21.70

43.94 

21.46 

15.27 

19.79 

10.31 

17.99 

19.04 

18. 16

Is* If*

a a

0.67 

2.00 

.26 

.73 

.71 

.55 

.81 

.53 

.37 

.23 

1.46 

.81 

.96 

.68

.42

SILT CONTAINED IN GRAVEL SCREENINGS.c

Gl.l.............

Gl. 3. ............

61. 4. ............

G1.5.. ...........

G1.6.............

G1.7. ............

G1.8.............

Gl 9

G1.10. ...........

Gl. 11. ...........

Gl. 12. ...........

51.90

24.80

30.66

28.78

43.90

29.24

27.30

28.04

53.56

39.40

41.68

9.10

8.88

11.20

7.98

9.77

6.16

8.75

5.24

17.74

11.37

12.02

2.04

.96

1.38

3.94

3.25

3.08

1.61

3.86

1.46

3.86

4.09

0.30

.33

.74

.46

.14

.71

.82

99

.37

.40

.66

11.56

23.70

18.66

20.68

13.30

23.16

22.24

25.28

8.36

15.32

14.20

1.96

8.96

9.13

9.07

6.22

8.14

7.85

6.02

3.42

6.43

6.20

0.17

.04

.05

.09

.03

.17

.35

.14

.22

.09

.06

1.51

.58

.55

.67

.17

.46

.83

.41

.69

.20

.53

0.94

1.22

1.53

1.61

2.04

.90

1.12

.78

1.91

2.15

1.98

1.61

.51

.38

.58

.57

.49

.42

.51

.52

.52

.63

18.95

29.87

26.04

26.20

20.57

27.59

28. 58

29.59

12.22

20.44

18.09

f 4.09

1 4.11 

1.08

.67

1.81

.77

1.15

2.11

1.67

.88

1.11

SILT CONTAINED IN STONE SCREENINGS.^

SQ. le. ..........

Se. 2............

Se. 3............ Se 4

Se. 5............

Se. 7/. ..........

Se. 8cr. ..........

Se. 9ft...........

Se. KM. .........

Se. 11...........

Se. 12....:......

Se. 13...........

Se. 14 ...........

Se. 15...........

Se. 16...........

Se. 17...........

Se. 18...........

Se. 19 j..........

Se. 20fc..........

Se. 21...........

Se. 22...........

Se. 23...........

Se. 24 ...........

Se. 25...........

22.56

19.89

7.20

6.05

13.40

60.02

44.40

47.58

46 64

20.84

7.16

24 92

9 02

25.72

12.08

65.90

25.52

15.68

14. 28

16.33

7.66

17.14

10.18

13.12

2.66

8.40

1.95

.22

2.60

7.60

3.91

.69

.98

6.61

.3.40

8 79

3.10

8.96

6.92

16.94

7.11

4.61

3.31

6.19

1.43

4.04

3.01

2.70

2.97

.62fifi

1.36

.71

.81

3.82

1.97

2.27

1.71

2.70

3.42

3.50

4.12

2.72

1.36

.91

2.05

1.73

1.86

4.04

.40

1.94

0.37

.50

.51

.37

.87

.50

1.24

1 'U

I.'IO

.74

1.34

.14

.22

.45

.26

.40

.31

.43

.36

.48

35.53

36.88

47.50

47.60

45.48

10.14

22.53

20. 00

16. 52

28.49

46.08

31.13

45.00

18.29

24. 33

- 2.46

18.58

22.21

28.00

26.24

28.00

35.80

29.18

39. 22

3.86

1.81

1.42

3.70

.47

5.71

1.82

4.23

5.73

8.71

1.28

.17

8.36

12.98

.52

13.92

17. 05

13.41

13.04

17.99

4.21

14. 53

4.87

1.85

.56

.12

1.01

19

.14

3.52

.12

.12

.99

.12

.07

.14

3.74

1.07

.15

.24

.22

.2008'

.46

.03

.15

0.44

.24

30

.14

.07

.87

.17

.46

.58

.42

ful

470

1.86

.03

.07

.10

.08

.16

.36

.32

0.20

.40

.65

.40

oo

.42

.15

1.26

.06

5.17

1.47

2 99

1.67

.88

.30

.36

.49.

1.11

.50

0.70

29

.36

.11

TO

.47

.38

RQ

O1

00

.66

.61

.12

19

.25

.35

.]8

,.20

28.60

04 f\A

QQ £9

43.30

36.01

1 (\ CO

17.82

19.57

n

oo

30.45

24.48

36.51

f)A CQ

32.38

3.08

29 91

0 29

.34

.21.

.84

.27

.30

.19

.17

.20

.16

1.11

. 25

.27

.20

.11

.60

.26

qo

34

.61

.51

a Not enough silt present in sands 2, 21, and 22 

for analysis, and no chemical analysis was made 

of silt in sands 5 and 15.

6 For details of field origin of samples see pp. 

43-52 as to sands, pp. 80-86 as to gravels, and pp. 

93-106 as to stone screenings.

cNot enoughsilt present in gravel 2 foranalysis.

rf No chemical analysis of silt in Se. 6 was made, 

as only a trace was present.

e Undetermined, 1.87. 

/FeSo, 3.65; ZnS, 3.79. 

a Undetermined, 2.18. 

h FeSo, 1.57; ZnS, 3.20. 

*FeS2 , 0.28; ZnS, 9.29. 

^C02l 36.21. 

fcCOo, 36.75.
78 TESTS OF. MATEEIALS OF CEMENT MORTARS.

TABLE XI. Uniformity coefficients of 22 sands and of 12 gravel screenings. a

SANDS.

Register No.

Sd. 12.............

Sd. 11.............

Sd. 20.............

Sd.l...... ........

Sd. 3. .............

Sd. 16.............

Sd. 8. .............

Sd. 9.'.............

Sd. 13.............

Sd. 19....... ......

Sd. 14.. ...........

Uniformity 

coefficient.

7.576

6. 382

5.625

5.465

5.436

5.105

4.957

4.909

4.879

4.450

4.273

Voids.

33.5

36.0

28.0

32.5

36.1

29.7

30.7

31 4

28.9

26.9

31.9

Density.

0 738

730

794

' 742

752

 760

763

769

754

789

732

Register No.

Sd. 18............

Sd. 4..............

Sd. 6..... ........

Sd. 10...... ......

Sd. 5..... ........

Sd. 22............

Sd. 17.. ..........

SA.'l.. ...........

Sd. 2'.............

Sd. 21. ...........

Sd. 15. ...........

Uniformity 

coefficient.

4 200

3 Qf\O

2.978

2.785

2.733

2.700

2.55^

2.333

2.322

1. 706

1.692

Voids.

34 0

9ft ft

31.6

31.6

34.6

36.4

34.5

31.6

34 9

40 9

40.5

Density.

0

7QK

ono

.766

.743

.752

.709

.704

 7sn

7^fi

vnn

.676

GRAVEL SCREENINGS.

G1.3. .............

G1.6.... ..........

Gl. 2..............

Gl.l. .............

Gl. 11.............

Gl. 10. ............

19.78

13.07

9.00

8.78

5.74

5.50

38.6

27.9

QI n

29.0

25.5

23.0

0.772

7fi3

.771

.796

.783

Gl. 12. ...........

G1.6.. ...........

Gl. 4. ............

G1.9.. ...........

G1.8. ............

G1.7... ..........

5.26

4.96

3.35

2.08

1.99

1.80

26.5

29.7

22 1

33.2

34.8

32.3

0.782

.756

.804

.741

.783

"For details of field origin of ,sand samples see pp. 43-52; of gravel samples, pp. 80-86.

TABLE XII. Average physical properties of'22 sands, of 12 gravel screenings, and of 25 

stone screenings, and their mortars. «

SANDS AND THEIR MORTARS.

Register No.

1

Sd. 4...........................

Sd. 20..........................

Sd: 19. .........................

Sd. 0...........................

Sd. 8.......... .................

Sd. 16.... ......................

Sd. 2...........................

Sd. 13..........................

Scl. 3...........................

Sd. 5...........................

Sd. 10..........................

Sd. 1.. ...........:.............

Sd. 12....................:..... sd. is......'.......... .........: .

Sd. 14....... ...................

Sd. 7...........................

Sd. 11...........................

Sd. 22..........................

Sd. 17..........................

Sd'. 21...................'.......

Sd; 15..........................

Density.

2

0.808 

 .794 

.789 

.769 

.766 

.763 

.760 

.756 

.754 

.752 

.752 

.743 

.742 

.738 

.735 

.732 

.730 

.730 

.709 

.704 

.700 

 .676

Granularmetric 

curve.

3

21 

13 

17 

15 

10 

18 

22 

11 

20 

14 

12 

4 

6 

19 

6 

7 

8 

16 9'. 

3, 

2 

1

Mi asured 

voids 

(per 

cent).

4

28.0 

28.0 

26.9 

31.4 

31.6 

30.7 

29.7 

34.9 

28.9 

36.1 

34.6 

31.6 

32.5 

35/5 

' 34.0 

. 31,9 

. 31..6 

36.0 

 36.4 

34. 5 

, 40.9 

40.5

Weight 

per cubic 

foot 

(pounds).

5

116.4 

116.5 

119.9 

110.5 

113.5 

114.5 

119.5 

107.7 

119.5 

103.3 

104.8 

110.0 

109.3 

106.5 

106.5 

Hi. 0 

116. 0 

108.3 

98.8 

105.5 

89.0 

95.5

Strength of 1:3 mortar at 

180 days (pounds per square 

inch).

Tensile.

6

731 

670 

773 

483 

614 

720 

605 

369 

668 

495 

420 

488 

415 

601 

550 

484 

603 

708 

487 

466 

380 

331

Compressive.

7

6,105 

6,200 

6,719 

2,934 

4,225 

7,554 

7,108 

5, 300 

7,183 

5,280 

' 4,752 

4,639 

3, 677 ' 

6,125 

3,667 

4,075 

5,733 

5,067 

4,958 

4,742 

2,892 

2,633

Transverse.

8

1,224

900 

1,482 

1,254 

984 

900 

1,314 

1,182 

984

1,056 

1,380

1,044 

1,038 

1,272 

1,008 

1,002

792

0 For details of field origin of sand samples 'see pp. 43-52 ; of gravel samples, pp. 80- 

80; of stone screenings, pp. 93-106.
GBAVEL-SCKEENINGS MORTAKS. 79

TABLE XII. Average physical properties of 22 sands, of 12 gravel screenings, and of 25 

stone screenings, and their mortars Continued.

GRAVEL SCREENINGS AND THEIR MORTARS.

Register No.

1

Gl. 11..........................

Gl. 9..... ......................

Gl. 12..........................

Gl. 7.. ...............:.........

Gl. 6...........................

Gl.l. ..........................

Gl. 2....... ....................

Gl. 4............. ..............

Q1.6... '...... ..................

Gl. 10.......... ................

Gl. 8.. .........................

Gl. 3. ..........................

Density.

2

0.796 

.791 

.782 .774' 

.772 

.771 

.763 

.759 

.756 

.749 

. .741

Granularmetric 

curve.

8

7 

11 

2 

12 

6 

8 

4 

1 

5 

3 

10 

9

Measured 

voids 

(per 

cent).

4

25.5 

30.7 

26.5 

32.8 

27.9 

29.0 

31.0 

30.9 

29.7 

27.9 

34.8 

38.6

Weight 

per cubic 

foot 

(pounds).

5

122.5 

117.8 

120. 3 

113.4 

120.8 

115.0 

113.5 

117.1 

115.3 

.- 118.9 

111.5 

102.6

Strength of 1:3 mortar at 

180 days (pounds per square 

inch).

Tensile.

«

737 

654 

733 

690 

017 

601 

626 

703 

647 

546 

476 

426

Compressive.

7

7,825 

8,567 

6,892 

6,325 

6,397 

7,460 

8,074 

5,570 

6,873 

6,433 

6,825 

4,654

Transverse.

8 '

STONE SCREENINGS AND THEIR MORTARS.

Se.8...... .....................

Se. 10..........................

Se.6. ..........................

Se. \4..... .....................

Se.7. ...... ........;...........

Se.4. ............................

Se. 19..........................

Se. 25. .........................

Se. 9...:.......................

Se. 18........ ..................

Se. 5...........................

Se. 13..........................

Se. 1...........................

Se. 16 ..........................

Se. 23 ..........................

So. 3...........................

Se. 12..........................

Se. 15 ..........................

Se. 22. .........................

Se. 11..:.......................

Se. 24..........................

Se. 21..... .....................

Se. 17...........................

Se. 20 ..........................

0. 774

.763

.760

' .757

.756

.755

.753

.752

.752

.746

. 74!S

.743

.740

.740

.737

.733

.733

.726

.721

.719

.709

.666

.055

16

13

21

19

14

22

3

11

17

12

24

9

7

6

20

4

5

23

8

10

>>

25

1

15

18

34.6

31.8

33.1

35.8

36.1

36.0

39.3

 33.8

33.0

39.0

41.1

38.2

39.4

32.1

38.2

37.0

35.1

37.0

37.2

37.5

42.1

41.8

41.0

34.7

35.2

105.5

109.8

109.5

104.3

102.7

105.5

102.5

110.3

108.0

103.8

95.7

102.2

103.5

120.0

99.7

103.5

105.3

109.5

106. 2

106.3

95.5

101. 1

97.4

108.8

108.5

793

767

750

. 664

677

939

790

656

816

623

761

807

707

767

545

809

717

660

768

924

, 543

715

683

575

505

6,307

7,394

8,048

6,042

5,279

8,644

5,469

6,417

5,982

6,221

4,954

6,394

5, 263

4,972

4,362

6,500

6,193

4,681

5, 251

7, 382

' 3, 757

3,692

3,948

5,313

4,998

1,374

1,218

1,326

1, 338

1, 206

1,602

1,660

1,494

1 , 380

1,248

1,356

i,4i6

1,446

1, 332

918

1,014

GRAVEL-SCREENINGS MORTARS. 

 ACKNOWLEDGMENT OF DONATIONS.

The 12 samples of gravel used in the investigations of gravel-screenings mortars reported in this bulletin were generously donated by the 

following firms and companies:

Buckeye Dredging Company, Columbus, Ohio.

Carey Construction Company, Cleveland, Ohio.

Wm. P. Ciirmichael, Attica, Ind.

Fleming & Co., Cincinnati, Ohio.

C. H. Little & Co., Detroit, Mich.

Loveland Sand and Gravel Company, Loveland, Ohio.

Moores-Coouey Company, Cincinnati, Ohio.

Mound City Gravel Company, St. -Louis, Mo.

New Union Sand Company, St. Louis, Mo.

Ohio aud Michigan Gravel and Sand Company, Toledo, Ohio.
80 TESTS OF MATERIALS OF CEMENT MORTARS.

METHOD OF COLLECTION.

The methods of collection and shipment were the same as those 

used with the samples of sand (p. 42).

The material in almost every sample represented the run'of bank 

or bar, many samples having pebbles as large as 2 inches. For the 

purpose of making mortar only the material that passed a |-inch 

screen was used. A complete description of each sample of gravel, 

together with illustrations from photographs of the screenings (actual 

size), is given in the following pages. All the screenings were subjected to the usual physical determinations and were mixed with 

typical Portland cement to make mortar test pieces.

DESCRIPTIONS OF GRAVEL SCREENINGS.

Register No. Gl. 1. A sample obtained from a recent deposit of 

river gravel at the Morsches Spur Bar in Meramec River was designated Gl. 1. A dipper dredge was operated over a space 1,200 feet 

long by 75 feet wide, transferring the material to scows or cars for delivery to St. Louis and other points. In handling the material by the 

dredge no attempt was made to wash out the silt.

Only 42 per cent of the sample received at the laboratories passed 

the £-inch screen, and no portion of these screenings passed the No. 80 

sieve. As shown by the granularmetric analysis. curve (fig. 15, 

p. 83), and the illustration (PI. VIII, C, p. 54), the screenings are 

very uniformly graded. There is practically no fine material (smaller 

than the No. 80 sieve). The percentage of voids is 29; the weight per 

cubic foot is 113.5 pounds; the amount of silt is 0.15 per cent, and the 

yield in 1:3 mortar is 1.16. The results of the strength tests on mortars made from these and 11 other gravel screenings are given in 

Table XIII (p. 89).

Register No. Gl. 2. The sample designated Gl. 2 is a recent river 

gravel obtained from the Meramec River bar at Moselle, Mo. A 

clam-shell dredge operated over a space 4,000 feet long and 2,000 

feet wide. raises the material from the bottom of the river. The 

gravel is generally shipped to St. Louis, Mo.

About 58 per cent of the samples received at the laboratories passed 

the ^-inch screen. As shown by the granularmetric analysis curve 

(fig. 14), these screenings are not far from uniform in grading and 

contain but a small portion of fine material, only 3 per cent passing the No. 80 sieve. The material is illustrated in PL IX, A. The 

percentage of voids is 31; the weight per cubic foot is 113.5 pounds; 

the amount of silt is 0.39 per cent, and the yield in. 1:3 mortar is 

1.14. The results of the strength tests of mortars made from these 

gravel screenings are shown in Table XIII.
U. 8. GEOLOGICAL SURVEY 

A. BAR GRAVEL SCREENINGS, MERAMEC RIVER, MOSELLE, MO. 

B. BAR GRAVEL SCREENINGS, SCIOTO RIVER, COLUMBUS, OHIO 

0. BANK GRAVEL SCREENINGS, LOVELAND, OHIO (SAMPLE 4).
GRAVEL-SCREENINGS MORTARS. 81

Register No. Gl. 3. The sample designated Gl. 3 is a mixture of 

limestone and granite, and the gravel is removed from a 500-foot 

bar in Scioto River, Columbus, Ohio, by means of an endless' chain. 

It is dumped on scows, hauled to a suitable point, and placed in cars 

by a bucket and crane for shipment.

so

DIAMETER OF PARTICLES IN INCHES, WITH NUMBERS OF SIEVES

PIG. 14. Granularmetric analysis curves for gravels 4, 12, 10, and 2. Results for 

sieves Nos. 10, 20, 30, 40, 50, 80, and 100 shown by solid lines; for Feret's two-sieve 

method by broken lines; uniform-grade lines shown by dots and dashes.

As received at the laboratories, this material was supposed to range 

from 1£- to £-inch material. On analysis it was discovered that 12 

per cent of the material would pass the £-inch screen, and this portion 

was used in the mortar tests. As shown by the granularmetric analysis curve (fig. 16, p. 85), these screenings are very uniformly- graded,
82 TESTS OF MATERIALS OF CEMENT MORTARS.

although 10 per cent passes the No. 80 sieve. The illustration (PL 

IX, B) also shows the uniformity in grading. The percentage of 

voids is 38.6; the weight per cubic foot is 102.6 pounds; and the 

amount of silt is 1.4 per cent. The results of the strength tests of 

mortars made from this gravel are shown in Table XIII (p. 89).

Register No. Gl. 4- The sample designated GL 4 was obtained at 

Loveland, Ohio, from a gravel bank about 1,200 feet long and 60 

feet wide, which was part of a glacial deposit. The material is excavated by a steam shovel and shipped to Cincinnati.

The gravel received at the laboratories was that portion which 

passed a 1-inch screen, and about one-third of this passed the ^-inch 

screen. The granularmetric analysis curve (fig. 14, p. 81) shows 

that about 40 per cent of the ^-inch screenings of this material passed 

"the No. 20 sieve, and 5 ;per cent passed the No. 80 sieve. The percentage of voids is 30; the weight per cubic foot is 117.1 pounds; the 

amount of silt is 2.67 per cent, and the yield in 1:3 mortar is 1.15. 

The results of the strength tests of mortars made from this gravel 

are shown in Table XIII. The screenings are illustrated in PL 

IX, 0. . '

Register No. Gl. 5. The sample designated GL 5 is obtained from 

a deposit of river alluvium and glacial material spread over about 

10 acres near Carthage, Ohio. This material was excavated by pick 

and shovel, and shipped to Cincinnati and vicinity. It contains 

but a small proportion of coarse particles, and it is generally passed 

over a ^-inch screen and the screenings used as sand.

Of the sample received at the laboratories 81 per cent passed the 

r{:-inch screen. As shown by the granularmetric analysis curve (fig. 

15), only 2 per cent of this material passed the No. 50 sieve, and 

the remainder of the grading followed the general direction of 

the uniform-grade line. The percentage of voids is 29.7; the weight 

per cubic foot is 115.3 pounds; the amount of silt is 0.4 per cent, and 

the yield in 1:3 mortar is 1.15. The results of the strength tests of 

mortars made from these screenings are shown in Table XIII (p. 89). 

This sample is illustrated in PL X, A. The uniform grading of 

the material and the absence of anything resembling dust or very 

fine grains are evident.

Register No. Gl. 6. Sample designated Gl. 6 was obtained from 

an alluvial and glacial deposit at Ludlow, Ky., the area worked 

being 600 feet long and 70 feet wide. The gravel is a mixture of 

natural, ungraded bank gravel and sand, with particles as large as 

1| inches.

The sample received at the laboratories all passed the £-inch 

screen, and, as shown by the granularmetric analysis curve (fig. 15), 

31 per cent passed the No. 30 sieve. The percentage of voids is 

27.9; the weight per cubic foot is 120.8 pounds; the amount of silt
U. S. GEOLOGICAL SURVEY 

11

A. BANK GRAVEL SCREENINGS, CARTHAGE, OHIO (SAMPLE 

H. BANK GRAVEL SCREENINGS LUDLOW, KY. (SAMPLE 6)

C. BANK GRAVEL SCREENINGS, CHILSON, MICH. (SAMPLE 
GRAVEL-SCREENINGS MORTARS. 83

is 2.85 per cent, and the yield in 1:3 mortar is 1.22. The results 

of the strength tests of mortar made from these screenings are shown 

in Table XIII. This sample is illustrated in PI. X, B.

Register No. Gl. 7. One sample, designated. Gl. 7, was obtained

from a glacial deposit at Chilson, Mich., and was excavated by steam

'shovel from a pit 530 feet long and 30 feet wide. The run-of-bank

/oo

80

DIAMETER OF PARTICLES IN INCHES, W/TH NUMBERS OF SIEVES

FIG. 15. Granularmetric analysis curves for gravels 5, 6, 11, and 1. Results for sieves 

Nos. 10, 20, 30, 40, 50, SO, and 100 shown by solid lines ; for Feret's two-sieve method 

by broken lines ; uniform-grade lines shown by dots and dashes.

gravel could not be procured, inasmuch as all the material was sized 

by a series of screens. The sample shipped to the laboratories was 

designated as a No. 2 washed gravel, and comprised particles between three-eighths and 1£ inches. The graded material is used in 

the vicinity of Toledo, Ohio.
84 TESTS OF MATERIALS OF CEMENT MOBTARS.

The commercial sizing of the gravel is not perfect; of the sample 

received at the laboratories about 22 per cent passed the |-inch screen, 

and scarcely any of it passed the No. 10 sieve. The screenings give a 

very peculiar granularmetric analysis curve (fig. 16), starting at 

about 0 at the No. 10 sieve and going to 100 at the ^-inch screen. 

They are practically one-size'material-between the -Jr-inch and the No. 

10. The percentage of voids is 32.8; the Aveight per cubic foot is 

115.2 pounds; the amount of silt is 0.2 per cent, and the yield in 1: 3 

mortar is 1.10. The results of the strength tests of mortars made 

from these screenings are shown in Table XIII. These screenings 

are illustrated in PI. X, C. It is very evident from the photograph 

that this material is not uniformly graded, and also that there are 

practically no very fine grains.

Register No. Gl. 8. The sample designated Gl. 8 is another grade 

of the material just described (Gl. 7). Commercially, it is regarded 

as a ^-inch to f-inch size, and the granularmetric analysis at the 

laboratories (fig. 16) shows that this is very nearly the case.

Of the sample received 48 per cent was retained on the |-inch 

screen and 98 per cent on the No. 10 sieve. This material is therefore 

practically a one-size material. The percentage of voids is 34.8; the 

weight per cubic foot is 111.5 pounds; and the amount of silt is 0.2 

per cent; the yield of 1:3 mortar was not determined. The results 

of the strength tests of mortars are shown in Table XIII. The 

material is illustrated in PL XI, A.

Register No. Gl. 9. The sample designated Gl. 9 was obtained 

from the shore of St. Clair River near Amherstburg, Ontario. It 

was pumped into scows by means of a centrifugal pump and taken 

to Detroit, Mich. The sample shipped to the laboratories consisted 

of screenings of approximately one size sifted out of the material 

excavated.

The granularmetric analysis (fig. 16) shows that practically all 

the material was retained by the No. 10 sieve. The percentage of 

voids is 30.7; the weight per cubic foot is 117.8 pounds; the amount 

of silt is 0.7 per cent, and the yield in 1:3 mortar is 1.10. The 

results of strength, tests of mortars made from this material are 

shown in Table XIII. The appearance of the material may be seen 

in PL XI, B.

Register No. Gl. ./#. The sample designated Gl. 10 was obtained 

from a " wash " on the shore of Lake Erie, near Lorain, Ohio. The 

extent of the deposit is indefinite. The material" was handled by 

pick and shovel and shipped to Cleveland. In commercial form this 

product ranges from 3-inch pebbles down to the finest sands.

Of the sample shipped to the laboratories 62 per cent passed the 

£-inch -screen. As indicated by the granularmetric analysis curve 

(fig. 14, p. 81), about 50 per cent of the'screenings lie between the
U. S. GEOLOGICAL SURVEY

A. BANK GRAVEL SCREENINGS, CHILSON, MICH. (SAMPLE 8).

£. ST. CLAIR RIVER GRAVEL SCREENINGS, AMHERSTBURG, ONTARI

C- LAKE ERIE GRAVEL SCREENINGS, LORAIN, OHIO (SAMPLE 10).
GEAVEL-SCBEENINGS MOETAES. 85

No. 20 and the No. 80 sieves. The gravel is illustrated in PI. XI, C. 

The percentage of voids is 27.9; the weight per cubic foot is 118.9 

pounds; the amount of silt is 0.4 per cent, and the yield in 1:3 

mortar is 1.19. The results of the strength tests on mortars made 

from these screenings are shown in Table XIII.

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DIAMETER OF PARTICLES IN INCHES, WITH NUMBERS OF SIEVES

FIG. 16. Granularmetric analysis curves for gravels 3, 8, 9, and 7. Results for sieves 

Nos. 10, 20, 30, 40, 50, 80, and 100 shown by solid lines ; for Feret's two-sieve method 

by broken lines; uniform-grade lines shown by dots and dashes.

Register No. Gl. 11. Sample designated Gl. 11 was obtained at 

Attica, Ind., from the deposit described under " Sd. 18" (p. 49). 

Of the sample shipped to the laboratories, 40 per cent passed the 

£-inch screen, and only 28 per cent passed the No. 20 sieve (fig. 15, 

p. 83). The percentage of voids is 25.5; the weight per cubic foot is
86 TESTS OF MATERIALS OF CEMENT MOETARS.

122.5 pounds; the amount of silt is 0.3 per cent; and the yield in 1.3 

mortar is 1.20. The results of the strength tests of mortars made 

from these screenings are shown in Table XIII. The uniform grading of the particles is apparent at a glance (PI. XII, A).

Register No. Gl. 12. A second sample from Attica, Ind., designated Gl. 12, is a bank gravel from the same locality as Gl. 11. Of 

the sample shipped to the laboratories 86 per cent passed the ^-inch 

screen, and 50 per cent passed the No. 20 sieve (fig. 14, p. 81). The 

percentage of voids is 26.5; the weight per cubic foot is 120.3 pounds ; 

the amount of silt is 0.5 per cent, and the yield in 1:3 mortar is 1.18. 

The results of the strength tests of mortars made from these screenings are shown in Table XIII. The illustration of this material 

(PI. XII, B) shows the comparatively uniform grading of the particles. There is a small amount of very fine material present and a 

rather large amount of large grains.

PHYSICAL TESTS OF GRAVEL SCREENINGS.

Method. When a sample of gravel is received at the laboratories 

it is spread on a concrete floor and turned at intervals until thoroughly air dried. It is then passed over a {-inch screen to separate 

the coarser material. Great care is taken so that no part of the fine 

material shall be lost. The percentage of the original shipment that 

passes the {-inch screen is recorded. The screenings are used in the 

mortar tests and the residue above the {-inch size is discarded.

The screenings (all of which have passed the {-inch screen) are 

submitted to tests for granularmetric composition, percentage of 

voids, specific gravity, weight per cubic foot, and percentage - of 

moisture. These results are given in Table VIII (p. 59). The percentage and chemical composition of silt are given in Table X (p. 77).

Granularmetric analysis. The set of sieves for the granularmetric 

analysis consists of Nos. 10, 20, 30, 40, 50, 80, 100, and 200. It was 

found that great care had to be taken in order to get a representative 

sample of each lot, oh account of the tendency of the fine material to 

work to the bottom of the mass.

Granularmetric curves. The granularmetric analysis curves are 

shown in figs. 14,'15, and 16, the ordinate at any sieve being the total 

percentage that passes that sieve. These curves are arranged in the 

order of the segment included between the granularmetric analysis 

curve, shown in full line, and the uniform-grade line, shown by dots 

and dashes. The sample which departs farthest from the uniform 

grading is Gl. 4 (at the top of fig. 14, p. 81), and the curves gradually 

approach the uniform-grade line until Gl. 3 (at the top of fig. 16, 

p. 85) is reached. This sample drops slightly below the uniformgrade line at the No. 10 sieve, and is slightly above it at the other
U. S. GEOLOGICAL SURVEY 

A. BANK GRAVEL SCREENINGS, ATTICA, IND. (SAMPLE 1K. BANK GRAVEL SCREENINGS, ATTICA, IND. (SAMPLE 

f. LIMESTONE SCREENINGS, ST. LOUIS, MO. (SAMPLE 
GRAVEL-SCREENINGS MORTARS. 87

sieves, but very nearly coincides throughout the entire length. The 

three samples following Gl. 3 in fig. 16 are rather coarse and contain 

practically no material under the -No. 10 sieve. The granularmetric 

analysis curves for these samples consist practically of a short line 

starting at 0 at the No. 10 sieve and inclining toward 100 at the 

-J-inch screen. In these charts the mechanical analysis curves by 

means of Feret's two-sieve method are show7 n in broken lines.

Comparison betioeen measured and computed voids. In the determination of the percentage of voids and weight per cubic foot, three 

independent determinations were made.

In order to afford a basis of comparison betAveen the measured voids 

and the computed voids the latter were computed by means of the 

specific gravity and the weight per cubic foot, as explained under 

"Physical tests of sands" (p. 55). The measured and computed 

voids and the differences between them are given in Table VIII 

(p. 59). In columns 14 and 15 are also given the differences between 

the values, the difference in each case being marked under the method 

giving the higher value. The averages of the differences are shoAvn 

in the line marked " Average." The difference between them is zero, 

showing that in this case the results by each method were of equal 

value.

Unifor?nity coefficient.- The uniformity coefficients of the gravel 

screenings studied in these investigations are arranged progressively 

in decreasing order in Table XI (p. 78). For convenience of comparison the percentage of voids and the density for each sample are 

also given in the table.

PHYSICAL TESTS OF GRAVEL-SCREENINGS MORTARS.

Method. Each of the gravel screenings described in the preceding 

pages was mixed with typical Portland cement to form mortar of 

different proportions, and this mortar was made into test pieces for 

tensile and compressive tests. Proportions of 1: 3 and 1:4 are used 

in every case.

Since it was found impossible to obtain sufficient material of one 

size, no one-size mortar test pieces were made. Test pieces were made 

of each sample of gravel screenings for each kind of stress, and three 

pieces were tested at each of the five ages 7, 28, 90, 180, and 360 days.

The results of the strength tests on these mortars, including the 

register number, the yield at the 1: 3 ratio, the register number of the 

corresponding typical Portland cement test pieces, the temperature 

of the water and of the air at the time of molding, the percentage of 

water used for normal consistency, and the breaking strength (in 

pounds per square inch) at different ages are given in Table XIII 

(p. 89). Table VIII summarizes data respecting the field origin and
88 TESTS OF MATERIALS OF CEMENT MORTARS.

nature of each sample of gravel, and the average physical properties 

are given in Table XII (p. 78).

The results of the strength tests on neat-cement test pieces made 

from the same cement used in the mortar are given in Table VII 

(p. 36) and are plotted in figs. 6 (p. 35), 7 (p. 39), and 8 (p. 40). 

The corresponding typical Portland cement numbers are given in 

Table XIII, so that the strength of the mortar may be compared with 

the strength of the neat cement used in the mortar.

Tensile strength. The results of the tensile tests are given in 

Table XIII<2 (p. 89).. The results are arranged in groups of three, in 

the same way as for the sand mortars, and the average of each group 

is shown in the line marked "Average." The results given in the table 

are the total breaking loads on 1-inch briquets.

The lack of uniformity in the increase in strength is probably due 

to physical differences in the gravel screenings. In general, the tensile strength of both mortars seems to decrease with the increase in. 

the percentage of voids.

Compressive strength. The results of the compressive tests are 

given in Table XHIb (p. 91).. The values in this table are in 

pounds per square inch, and are obtained by dividing the total breaking load by the area of the cross section of the 2-inch cube. Considering these tests in the order of the percentage of voids, it can be 

seen that the strength appears to decrease with the increase in the 

percentage of voids.

Summary of gravel-mortar tests. A great deal of irregularity can 

be expected in the testing of gravel-screenings mortar test pieces. 

This is due to the fact that the operator finds it difficult to obtain a 

thoroughly uniform mass, especially when the material is composed 

of coarse grains of approximately one size. In the latter case it 

invariably happens that the cement and gravel screenings occur in 

the test pieces in streaks. In many cases the cement accumulates at 

one side of the neck of the briquet, and the active section is reduced 

so that the briquet gives eccentric results when tested.

Density. The density of mortar made from each sample of gravel 

screenings was determined in order to ascertain its relation to the 

other physical properties and to see if the strength of the mortar can 

be approximately foretold by the density.

The density of 1:3 mortar and the relation between the density and 

other physical properties of the screenings and mortars are given in 

Table XII (p. 79). In column 1 are given the register numbers of 

the gravel screenings used in the mortars Avhose densities are given in 

column 2. The densities are arranged in order, with the largest 

value at the top. For purposes of comparison, the number of the 

granularmetric analysis curve for each gravel is given in column 3. 

These numbers start with No. 1 for Gl. 4 (at the top of fig. 14, p. 81)
.GRAVEL-SCREENINGS MORTARS. 89

and end with No. 12 for Gl. 7 (at the bottom of fig. 16, p. 85). The 

percentage of voids, weight per cubic foot, and tensile and compressive strengths of the corresponding mortars at 180 days are given in 

columns 4~8.

TABLE Xllla. Tensile strength of the mortars of 12 gravel screenings.

Register 

No."

Gl. 1... 

Gl. 2... 

Gl. 3...

Gl. 4...

Gl. 5... 

Gl. 6...

Ratio of cement to 

gravel.

1:3.................

1:4.................

1:3.................

1:4.................

1:3.................

1:3.................

1:4.................

1:3.................

1:4.................

1:3.................

1:4.................

Averaere .........

Yield.

1.16

1.14

1.15

1.15

1.22

Cement 

No.

79-1

79-6

79-2

79-7

79-36

79-36

79-33

79-33

79-30

79-30

79-38

79-38

Temperature

(°F.).

Water.

66.2

65.8

63.5

66.2

68.0

'3.0

69.8

69.8

70.7

70.7

69.8

69.8

Air. '

07.6

64.1

59.0

06,5

68.9

68.9

63.0

63.0

72.5

72.5

68.0

68.0

Water 

(per 

cent).

9.1

8.4

9.1

8.4

8.9

8.3

8.9

8.3

8.9

8.3

8.9

8.3

Tensile strength (pounds per 

square inch).

7 

days.

308 

326 

330

321

395 

416 

380

397

365 

. 380 

353

366

371 

390 

400

387

311 

317 

350

 326

338 

310 

305

318

457 

435 

432

441

422 

410 

430

421

592 

539 

' 537

556

445

458 

420

441

455 

480 

442

459

394 

399

385

393

28 

days.

565 

550 

535

550

509 

492 

467

489

528 

503 

566

532

485 

452 

450

464

457 

409 440-

455

388 

412 

380

393

612 

590 

580

594

545 

542 

485

524

600 

005 

626

610

547 

530 

531

536

560 

COO 

610

590

478 

502 

510

497

90 

days.

540 

580 

590

570

438 

493 

490

474

600 

643 

611

618

522 

475 

481

 493

459 

477 

470

469

452 

430

440

441

700 

750

767

739

010 

650 

627

629

730 

710 

755

732

670 

660 

615

648

640 

630 

600

623

500 

540

520

180 

days.

595 

632 

575

601

509 

508 

520

512

595 

652 

630

626

485 

530 

500

505

432 

420 

425

420

363 

365 

369

360

097 

712 

700

703

020 

652

636

623 

627 

690

647

000 

594 

578

591

577 

654 

620

617

510 

575 

591

559

360 

days

625 

 491 

502

506

418 

407 

400

408

460

485 

522

489

492 

476 

480

483

510 

504 

482

499

405 

450 

427

447

733 

098 

709

713

092 

052 

658

007

665 

735 

722

707

638 

654 

656

649

642 

682 

646

. 657

586 

572 

590

583

a For details of field origin of, samples of gravel screenings see pp. 80-86,

19715 Bull. 331 08 7
90 TESTS OF MATERIALS OF CEMENT MORTARS.

TABLK Xllla. Tensile strength of the mortars of 18 gravel screenings Continued.

Register 

No.

Gl. 7... 

Gl. 8... 

Gl. 9... 

G1.10-. 

Gl.ll.. 

G1.J.2 ..

Ratio of cement to 

gravel.

1:3.................

1:4.................

1:3.................

1:4.................

1:3.................

1:4.................

1:3................

1:4 ................

Average .........

1:3................

1:4 ................

1:3 ...............

1:4 ................

Yield.

1.10

1.10

1.19

1.20

1.18

Cement 

No. .

79-49

79-40

79-61

79-51

79-55

79-55

79-57

79-57

133-23

133-23

133-28

133-28

Temperature 

(°F.).

Water.

68.0

68.0.

69.8

(19. 8

68.9

68.9

7.16

7.16

69.8

69,8

68.0

68.0

Air.

67.1

67.1

62.0

62.0

68.0

68.0

6.42

64.2

64.0

64.0

66.2

66.2

Water 

(per 

cent.)

8.9

8.3

8.9

8.3

8.9

8.3

8.9

8.3

8.9

8.3

8.9

8.3

Tensile strength (pounds per 

square inch).

7 

days.

563 

600 

620

594

399 

410 

.370

393

420

475

448

208 

255 

200

221

529 

480 

490

500

513 

490 

486

496

336 

340 

315

330

227 

250 

251

' 243

492 

500

455 

482

392 

415

403

485 

490

487

487

398 

360

388

382

28 

days.

590 

625 

590

602

380 

420 

423

408

488 

502

495

290 

320

305

545 

586 

585

572

476 

495 

520

497

465 

470 

475

470

352' 

363- 

378

364

625 

615 

640 

627

484 

475 

447

469

600 

587 

615

601

530 

545 

531

' 535

90 

days.

635 

670 

650

652

486 

460

473

555

585

570

415 

450

433

600 

605 

560

589

540 

490

515

550 

568

559

447 

437 

399

428

730 

765

748

540 

 500 

535

525

690 

641

666

569 

527 

545

547

180 

days.

718 

663

690

505 

602

553

563 

438 

426

476

422 

403 

437

421

663 

630 

670

654

546 

560 

561

556

526 

585 

527

546

458 

482 

491

477

745 

730 

740 

737

575 510' 

570

552

710 

764 

726

733

665 

645 

594

635

360 

days.

697 

726 

724

716

545 

535 

560

547

505 

511 

502

506

465 

475 

432

457

704 

710 

682

699

556 

570 

547

558

593 

586 

616

-598

510 

501 

487.

499

768 

758 

793 

773

626 

612 

630

623

812 

798 

824

811

604 

628 

660

631
GRAVEL-SCREENINGS MORTARS.

TABLE XIII6. Compressive strength of the mortars of '12 (/ravel screenings.

Register 

No. " '

Gl.l... 

G1.2... 

G1.3... 

Gl. 4... 

Gl. 5... 

01.6... 

Gl. 7...

Ratio of cement 

to gravel. 

1:3..............

1 -d

1:3..............

1:4..............

1:3..............

1:4..............

1:3..............

1:4..............

1:3..............

|l:3.... ........ -

1:4..............

1:3.........:....

1:4..............

Average ......

Yield.

1.16

1.14

1.15

1.15

1. 22

1.10

Cement 

No.

79-1

79-9

79-2

79-10

79-36

79-36

79-28

79-28

79-25

79-25

79-38

79-38

79-49

79-40

Temperature 

(°F.)

Water.

C9.0

71.2

74.8

70.7

68.0

68.0

70.7

70.7

68.9

68.9

68.0

68.0

69.8

69.8

Air.

' 68.7

68.0

66.2

52.0

70.7

70.7

64.4

64.4

69.8

69.8

68.0

68.0

68.0

68.0

Water 

(per 

cent).

9.1

8.4

9.1.

8.4

8.9

8.3

8.9

8.3

8.9

8.3

8.9

8.3

8.9

8.3

Compressive strength (pounds per 

square inch).

7 

days.

3425 

3362 

3237

3341

1362 

1735 

1592

1563

4400 

4507 

4435

4447

1845 

1852 

2000

1899

1925 

1913 

1958

1932

1460 

1450 

1358

1423

2,455 

2.360 

2,388

2,398

1,488 

1,368 

1,463

1,440

2,957 

3,375 

3,250

3,194

2,300 

2,250 

2,337

2,296

3,025 

3,133 

3,160

3,106

2,320 

2,500 

2,558

2,459

3,825 

3,876

3,850

1,533 

1, 475

1,504

28 

days.

5216 

5737 

5650,

5532

2912 

3300 

3085

3099

6270 

6107 

5902

6093

3375 

3550 

3517

3481

3400 

3075 

3250

3242

2518 

2500 

2830

2616

3,975 

3,725 

3,987

3,896

2,500 

2,942 

2,787

2,743

4,515 

4,713 

4, 425

4,551

3,520 

3,473 

3,268

3, 420

4,040 

4,415 

4,258

4,238

3,988 

3,833 

3,800

3,874

4,438 

4,220

4,329

3,523 

3,338 

3,000

3,287

90 

days.

6525 

6555 

7325

6802

3930 

3750 

4075

3918

7683 

7468 

7000

7384

4530 

4708 

5000

4746

3763 

3553 

4193

3970

2848 

3163 

2920

2977

5,890 

6,025 

6,380

6,098

4,675 

4,688 

4,403

4,589

5; 975 

6,050 

6,138

6,054

4,325 

4, 050 

4,163 

4,179

7,250 

8,815 

7,013

7,026

4.875 

5, 110 

5,115

5,033

7,295 

6,970

7,133 

3,557

3,975 

3,766

180 

days.

1608 

7408 

7363

7466

4908 

6163 

4900

4990

7513 

8360 

8360

8074

5023 

5263 

4750

5012

4725 

4725 

4512

4654

3438 

3400 

3012

3233

5,612 

5,800 

5,300

5,570

4,500 

4,800 

5,025

4,775

7,163 

6,583

6,873

5, 970 

5,515 

5,760

5,748

6,463 

6, 375 

6,352

6,397

5,705 

6,038

5,871 

5,700

6,950 

6,325

1,875

1,500 

1, 687

360 

days.

8185 

7340 

7920

7185

4000 

3663 

4075

3913

9660 

9200 

8940

9267

5300 

4925 

4976

5067

4826 

4750 

4650

4742

3875 

4175 

4075

4042

7,425 

7,050 

7, 100

7,192

4,675 

4,600 

4,450

4,576

7,450 

7,850 

7,700

7,667

5,250 

6,800 

5,850

5,633

7, 175 

6, 725 

7,176

7,025

6, 600 

6, 550 

6,725

6,592

6,425 

6,162 

6,650

6,379

4,325 

4, 250 

4,450

4,342

! For details of field origin of samples of gravel screenings, see pp. 80-86.
92 TESTS OF MATERIALS OF CEMENT MORTARS.

TABLE XIII6. Compressive strength of the mortars of 12 gravel screenings Continued.

Register 

No.

Gl. 8... 

Gl. 9... 

Gl. 10.. 

Gl. 11.. 

Gl. 12..

Ratio of cement 

to gravel.

1:3..............

1:4..............

i <?

1:4..............

1:3..............

1:3..............

1:3..............

1:4..............

Yield.

1.10

1.19

1.20

1.18

Cement 

No.

79-51

79-51

79-55

79-55

79-57

79-57

133-23

133-23

133-28

133-28

Temperature 

(°P.).

Water.

69.8

69.8

69.8

69.8

69.8

69.8

68.9

68.9

68.9

68.9

Air.

69.8

69.8

68. 0

68.0

64.2

64.2

68.0

68.0

.74.3

74.3

Water 

(per 

cent) .

8.9

8.3

8.9

8.3

8.9

8.3

 8.9

8.3

8.9

8.3

Compressive strength (pounds per 

square inch).

7 

days.

2,688 

2.225 

2,538

2,484

763 

638 

663

688

4,595 

4,475 

4,538

4,536

4,175 

4,025 

3,950

4,050

2,318 

2,288

2,303

1,370 

1,450 

1,413

1,411

4,630 

4,638

4,634

2,595 

2,363 

.2,550

2,503

3,623 

3,575 

3, 573

3,590

2,790 

2,675 

2,685

2,717

28 

days.

2,650 

2,388

2,519

1, 310 

1,500

1,405

5,550 

5,000

5,488

5,346

5,145 

5,163 

5,345

5,218

4,050 

4,388 

4,000

4,146

1,888 

1,775.

1,832

6,365 

6,238 

6, 200.

6,268

3,938 

3,688 

3,775

3,800

5,225 

5,200

5,212

4,050 

3,775 

3,700

8,842

90 

days.

3,250 

3,162

3,206

3,725 

3,800

3,762

6,288 

6,438 

5,810

6,179

5,695 

5,863

5,779

4,570 

4,763 

4,325

4,553

2,608 

2,532 

2, 680.

2, 607

6,225 

6,375 

6,600 

6,400

4,425 

3,925

4, 175 ,

5,550 

4,925 

5,275

6,250

4,550 

4,650

4,600

180 

days.

6,550 

7,100

6,825

2,050 

2,100

2,075

8,200 

8,725 

8,775

8, 567 .

6,600 

6,375 

6,050

'6, 342

5, 300 

5,475 

5,525

5,433

3,225 

3,350 

3,250

3,275

9,000 

7,300 

7,175

7,825

4,450 

4,400 

4,750

4,533

7,050 

6,850 

6,775

6,892

4,950 

5,250 

4,725

4,975

360 

days.

5, 375 

5,050 

4,100

4,842

2, 125 

2, 175 

2,525

2, 276

8,900 

9,062 

9,400

9, 121

7,375 

7,625 

7,300

7,433

4,950 

5, 125 

4,937

5,004

3,037 

3,075 

3,075

3, 062

8,675 

8,975 

8,800

8,817

4,975 

4,325 

4,300

4,533

8,050 

7,425 

8,225

7,900

6,050 

6,250 

6,150

6,150

STONE-SCREENINGS MORTARS. 

ACKNOWLEDGMENT OF DONATIONS.

In the investigations reported in this bulletin, 25 samples of stone 

screenings were used. They were generously donated by the following firms and companies:

Bambrick-Bates Construction Company, St. Louis, Mo. 

Buckeye Dredging Company, Columbus, Ohio. 

Bull Frog Mining Company, Joplin, Mo. 

Casparis Stone Company, Casparis, Ohio. 

Chicago Crushed Stone Company, Chicago, 111.
STONE-SCREENINGS MORTARS. 93

Fruin-Barnbrick Company, St. Louis, Mo.

Glencoe Lime and Cement Company, St. Louis, Mo.

Grahby Zinc and Mining Company, Joplin, Mo.

Hillsboro Stone Company, Hillsboro, Ohio.

Hovton Stone and Milling Company, Springfield, Mo.

McLanghlin-Mateer Company, Kankakee, 111.

McTernan & Halpin Construction Company, Kansas City, Mo.

O/ark -Red Granite Company, Grauiteville, Mo.

Perkinson Brothers. St. Louis, Mo.

Rucker Stoue Company, Greeufleld, Ohio.

St. Joseph Lead Company, Bonne Terre, Mo.

St. Joseph Street Construction Company, St. Louis, Mo.

Samuels & Holmes, Kansas City, Mo.

Sibley Quarry Company, Sibley, Mich.

Toledo Stone and Glass Sand Company, Sylvania, Ohio.

METHOD OF COLLECTION.

, These samples were collected and shipped to the laboratories in 

the manner described for sands (p. 42). All the. screenings were 

subjected to the usual physical determinations and were mixed with 

cement to make mortar test pieces. A complete description of each 

sample of stone screenings, together with illustrations from photographs (actual size) and the detailed results of tests, is given in the 

following pages.

DESCRIPTIONS OF STONE SCREENINGS.

Register No. Se. 1. The sample designated Se. 1 was obtained 

from a quarry at St. Louis, Mo. This stone is geologically known 

as the St. Louis limestone, of the Mississippian series. It was blasted 

with black powder for dimension stones, and with dynamite for 

crusher stone, and is worked and handled by means of steam drills 

and derricks. The quarry covers a space 400 by 200 feet to a depth 

of 225 feet. The sample here described was taken from the deepest 

bed in the quarry, and is a very fine-grained, dense rock. The upper 

beds in the same quarry vary in texture from coarse to medium.

Of the crusher run, as received at the laboratories, 40 per cent 

passed the £-inch screen, and of this portion 40 per cent passed the 

No. 20 sieve and 10 per cent the No. 80 sieve (fig. 18, p. 96). The 

percentage of voids is 39.4; the weight per cubic foot is 103.5 pounds; 

the amount of silt is 4.9 per cent, and the yield in 1:3 mortar is 1.04 

The results of the strength tests of mortars made from these screenings are shown in Table XIV (pp. 109-124). An illustration of the 

screenings is shown in PL XII, G (p. 86).

Register No. Se. %. A sample obtained from the upper bed of the 

formation in the quarry from which sample Se. 1 was taken was 

designated Se. 2.
94 TESTS OF MATERIALS OF CEMENT MORTARS.

Of the entire run as received at the laboratories 43 per cent passed 

the |-inch screen, and of this portion 40 per cent passed the No. 20 

sieve and 10 per cent the No.1 80 sieve ,(fig. 18, p. 96). The percentage of voids is 37.2; the weight per cubic foot is 106.2 pounds; 

the amount of silt is 5.4 per cent, and the yield in 1: 3 mortar is 1.1. 

The results of the strength tests of mortars made from these screen- 

/oo 

eo -

DIAMETER OF PARTICLES IN INCHES, W/TH NUMBERS* OF SIEVES

FIG. 17. Granularmetric analysis curves for stone screenings 21, 11, 19, and 3. Results 

for sieves Nos. 10, 20, 30, 40, 50-, 80, and 100 shown by solid lines ; for Feret's twosieve method hy broken lines ; uniform-grade lines shown by dots and dashes.

ings are shown in Table XIV. The appearance is shown in PI. 

XIII, A.

Register No. Se. 3 . The sample designated Se. 3 was obtained from 

another quarry at St. Louis. This sample came from the middle bed 

of the St. Louis limestone, and was blasted out with dynamite and
U. S. GEOLOGICAL SURVEY 

A. LIMESTONE SCREENINGS, ST. LOUIS, MO. (SAMPLE B. LIMESTONE SCREENINGS, ST. LOUIS, MO. (SAMPLE 

C. LIMESTONE SCREENINGS, GLENCOE, MO. (SAMPLE 
STONE-SCKEENINGS MORTARS. 95

black pOAvder. The equipment of the quarry embraces compressedair and steam drills, hoisting machinery, and two large crushers.

Of the crusher-run material as received at the laboratories 23 per 

cent passed the £-inch screen, the large percentage that remained on 

the |-inch screen being about three-eighths inch in size. About 55 percent passed the No. 20 sieA^e, and about 15 per cent passed the No. 100 

sieve (fig. 17). The percentage of voids is 37; the Aveight per 

cubic foot is 103.5 pounds; the amount of silt is 2.3 per cent, and the 

yield in 1:3 mortar is 1.9. The results of the strength tests of mortars made from these screenings are shown in Table XIV ('p. 109). 

The appearance is shown in PL XIII, B.

Register No. Se. 4- A sample from <a quarry at Glencoe, St. Louis 

County, Mo., Avas designated Se. 4. The outcrop of this rock, an 

Ordovician limestone, Avas in the form, of a bluff 1,500 feet long and 

50 feet high. -The stone was excavated by means of black pOAvder 

and dynamite, and compressed air Avas largely used in the Avork.

Of the crusher-run material as received at the laboratories 13£ per 

cent passed the ^r-inch screen. As may be seen by the granularmetric 

analysis curve (fig. 22, p. 105) and the illustration (PL XIII, £7), the 

screenings that passed the £-inch screen were almost uniformly 

graded. The granularmetric analysis curve, shoAvn by solid line in 

the figure, almost coincides with the uniform-grade line, shown by 

dots and dashes. Only 20 per cent of this material passed the |-inch 

screen, and only about 5 per cent passed the No. 100 sieve. The percentage of voids is 36; the Aveight per cubic foot is 105.5 pounds; the 

amount of silt is 0.6 per cent, and the yield in 1: 3 mortar is 1.08. The 

results of the strength tests of mortars made from these screenings 

are shown in Table XIV (pp. 109-124).

Register No. Se. 5. Sample designated Se. 5 was collected at a 

limestone quarry in Springfield, Mo. The dimensions of the quarry, 

Avhich is geologically in the Boone formation, Avere about 200 by 

100 by 20 feet. The rock was quarried by means of a steam drill 

and the use of black pOAvder and dynamite. Both the dimension and 

crusher-run stones find a ready market in Springfield, Mo., for building purposes.

Of the entire run as received at the laboratories 33 per cent passed 

the £-inch screen. According to the granularmetric analysis curve 

(fig. 22, p. 105), these screenings are A^ery uniformly graded. About 

20 per cent passed the No. 10 sieA^e and about 12 per cent passed the 

No. 20 sieve. The percentage of Avoids is 41.1; the Aveight per cubic 

foot is 95.7 pounds; the amount of silt is 1 per cent, and the yield in 

1:3 mortar is 1.02. The results of the strength' tests of mortars 

made from these screenings are shoAvn in Table XIV. An illustration of this sample is shoAvn in PL XIV, A.
96 TESTS OF MATERIALS OF CEMENT MORTARS.

 Register No. Se. 6. The sample designated Se. 6 was obtained 

from a lead mine just west of Joplin, Mo., where a number of leadbearing veins occur in limestone of the Boone formation. The O

vein stuff or gangue exists principally in the form of chert, and in 

the process of separating the galena this chert is crushed into small

DIAMETER or PARTICLES IN INCHES, WITH NUMBERS OF SIEVES

FIG. 18. Granularmetric analysis curves for stone screenings 12, 16, 1, and 2. Results 

for sieves Nos. 10, 20, .-!0, 40, 50, 80, and 100 shown by solid lines; for Feret's twosieve method by broken lines; uniform-grade lines shown by dots and dashes.

particles and wasted as lead tailings or chats. The larger of these 

particles are used as ballast and as an ingredient of concrete; the 

screenings are used to some extent for mortar.

All the material received at. the laboratories passed the £-inch 

screen. According .to the granularmetric analysis curve (fig. 22, p.
U. S. GEOLOGICAL SURVtY 

IS

A. LIMESTONE SCREENINGS, SPRINGFIELD, MO. (SAMP

IS. CHATS, JOPLIN, MO. (SAMPLE 6).

C. CHATS, JOPLIN, MO. (SAMPLE 7j.
STONE-SCREENINGS MORTABS. 97

105), the material is very uniformly graded down to the No. 10 sieve, 

but below this there is too large an amount of fine material, more 

than 10 per cent passing the No. 100 sieve. In a general way this 

may be seen in the illustration (PL XIV, B). The percentage of 

voids is 33.1; the weight per cubic foot is 109.5 pounds; the amount 

of silt is 7 per cent, and the yield in 1: 3 mortar .is 1.11. The results 

of the strength tests of mortars made from these chats are given in 

Table XIV.

Register No. Se. 7. A second sample from Joplin., Mo., designated 

Se. 7, was obtained from about the same locality and in the same war 

as Se. 6, described above, but from a different mine.

Like Se. 6, the entire run of crusher passed the ^-inch screen; but 

this was found to be somewhat finer than Se. 6, 53 per cent passing 

the No. 10 sieve, and about 6 per cent passed the No. 80 sieve. The 

percentages of voids is 36.1; the weight per cubic foot is 102.7 

pounds; the amount of silt is 4.9 per cent; and the yield in 1:3 mortalis'1.07. The results of the tests on mortar made from this material 

are given in Table XIV (pp. 109-124). The granularmetric analysis 

curve is shown in fig. 20 (p. 100) and an illustration from photograph 

in PI. XIV, C.

Register No. Se. 8. The material designated Se. 8 is a sample of 

the chats taken from a mine just west of Joplin, Mo.

Of the crusher-run material received at the laboratories, a very 

small portion was retained on the |-inch screen, 82 per cent passing 

through. From the granularmetric analysis curve shown (fig. 20, 

p. 100), it is seen that the material is not far from uniform grading. 

It contains a very small amount of fine material, 7 per cent passing 

the No. 80 sieve. The percentage of voids is 34.6; the Aveight per 

cubic foot is 105.5 pounds; the amount of silt is 2.9 per cent, and the 

yield in 1:3 mortar is 1.03. The results of the strength test of mortars made from this material are given in Table XIV (pp. 109-124).

An illustration of these chats is shoAA7 n in PI. XV, A^ from which 

the comparatively uniform grading of this material is at once evident, 

and there does not appear to be a preponderance of either large or 

very fine particles.

Register No. Se. 9. A sample of chats from a lead mine near 

Joplin, Mo., procured in about the same way as Se. 6 (p. 96), Avas 

designated Se. 9.

The greater portion of the entire run of crusher received at the 

laboratories passed the £-inch screen. These screenings show a comparatively uniform grading, as shoAvn by the granularmetric analysis 

curA^e (fig. 21, p. 102). The percentage of voids is 33; the Aveight per 

cubic foot is 108 pounds; the amount of silt is 3 per cent; and the 

yield in 1:3 mortar is 1.12. The results of the strength tests of
98 TESTS OF. MATERIALS OF CEMENT MORTARS.

mortars made from these chats are given in Table XIV (p. 109). 

This sample is illustrated in PI. XV, B.

Register No. Se. 10. A fifth sample collected in the Joplin district 

was designated Se. 10. It is similar to the chats previously described, 

and is a by-product of a lead mine.

' !18§S& ^ AN %5? s» * ** a R <s

V ? ' DIAMETER OF PARTICLES IN INCHES, WITH NUMBERS OF SIEVES

FIG. If). Granuarmetric analysis curves for stone screenings 13, 22, 25, and 18. Results 

for sieves Nos. 10, 20, 30, 40, 50, .80, and 100'shown by solid lines ; for Feret's two-sieve 

method by broken lines; uniform-grade lines shown by dots and dashes.

Almost all the crusher-run material received at the laboratories 

passed the |-inch screen; about 35 per cent of these screenings passed 

the No. 20 sieve, and 10 per cent passed the No. 80 sieve. The 

granularmetric analysis curve is shown in fig. 20 (p. 100) and an illustration from photograph in PI. XV, G. The percentage of voids is
U. S. GEOLOGICAL SURVEY 

A. CHATS, JOPLIN, MO. (SAMPLE 8).K. CHATS, JOPLIN, MO. (SAMPLE 9).

C. CHATS, JOPLIN, MO, (SAMPLE 10).
STONE-SCREENINGS MOETAES. . 99

%

31.8; the weight per cubic foot is 109.8 pounds; the amount of silt is 

4.7 per cent, and the yield in 1:3 mortar is 1.11. The results of the 

strength tests of mortars made from this material are given in 

Table XIV. '

Register No. Se. 11. The sample designated Se. 11 was obtained, 

from a quarry recently opened in the-upper central portion of the 

St. Louis limestone, near St. Louis, Mo. The material was being 

taken by wagons to St. Louis.

Of the crusher-run material received at the laboratories 50 per cent 

passed the £-inch screen. The grading of the screenings is not at all 

uniform, as shown by the granularmetric analysis curve (fig. 17, 

p. 94). Ninety per cent of the material passed the No. 10 sieve; 60 

per cent passed the No. 20 sieve, and over 20 per cent passed the 

No. 100 sieve. The percentage of voids is 42; the weight per cubic 

foot is 95.5 pounds; the amount of silt is 10.1 per cent, and the yield 

in 1:3 mortar is 1.12. The results of the strength tests of mortars 

made from this material are given in Table XIV (p. 109). This 

sample is illustrated in PL XVI, A. The dirty appearance of the 

stone indicates the large percentage of silt.

Register No. Se. 12. Sample designated Se. 12 was quarried, in 

the vicinity of Kansas City, Mo., from limestone of the Pennsylvania!! 

series. The material was excavated by means of steam drills and-the 

use of powder and dynamite, and shipped to Kansas City. This stone 

is rather soft, and the large amount of dust and small grains resulting 

from the crushing is shown by the granularmetric analysis curve (fig. 

18, p. 96) and by the illustration (PL XVI, B).

Register No. Se. 13. The sample designated Se. 13 is a Pennsylvanian (Bethany) limestone, obtained from a quarry in Buchanan 

County, Mo. The crusher-run material was obtained by the usual 

methods of steam drilling, blasting, and crushing, and the output 

was shipped to the vicinity of St. Joseph, Mo.

Of the entire run of crusher received at the laboratories 29 percent passed the £-inch screen. The granularmetric analysis (fig. 

19) shows that the material approaches uniform grading. There 

are. many medium and coarse grains and very little fine material in 

the screenings. The amount of voids is 38.2 per cent; the weight 

per cubic foot is 102.2 pounds; the amount of silt is 2.2 per cent, and 

the yield in 1:3 mortar is 1.04. The results of the strength tests of 

mortars made from these screenings are given in Table XIV. This 

sample is illustrated in PL XVI, G. The irregular grading and the 

comparatively large amount of coarse and medium grains are 

evident.

Register No. Se. 14. The sample designated Se. 14 is limestone 

of Pennsylvania!! age obtained from a quarry in Jackson County, 

Mo. The usual methods were used in quarrying the stone, which was 

shipped to Kansas City.
100 TESTS OF MATERIALS OF CEMENT MORTARS.

Of the entire run of crusher received at these laboratories, 29 per 

cent passed the |-inch screen, and these screenings were found to be 

very uniformly graded, as shown by the granularmetric analysis 

curve (fig. 21, p. 102). The'percentage of voids is 35.8; the weight 

per cubic foot is 104.3 pounds; the amount of silt is 4.0 per cent,

soo

80

DIAMETER OF PARTICLES IN INCHES, W/TH NUMBERS Of SIEVES

FIG. 20. Granularmetric analysis curves for stone screenings 10, 7, 17, and 8. Results for 

sieves Nos. 10, 20, 30, 40, 50, 80, and 100 shown by solid lines ; for Feret's two-sieve 

method by broken lines; uniform-grade lines shown by dots and dashes.

and the yield in 1: 3 mortar is 1.07. The results of the strength tests 

of mortars made from this material are given in Table XIV (pp. 109- 

124). The illustration of this material (PL XVII, A) indicates 

the uniform grading of particles, from the smallest up to the £-inch 

size, all being plainly visible.
U. S. GEOLOGICAL SURVEY 

m-. -u ' F '. I lm Vi'jjf-*.-'

^1. LIMESTONE SCREENINGS, ST. LOUIS, MO. (SAMPLE 

B. LIMESTONE SCREENINGS, KANSAS CITY, MO. (SAMPL

t'. LIMESTONE SCREENINGS, ST. JOSEPH, MO. (SAMPLE 
STONE-SCREENINGS MORTARS. 101

Register No. Se, 15. Sample designated Se. 15 is obtained from a 

mine at Hoffmari, Mo. Galena is associated with this limestone, and 

the chats are the calcareous by-product noticeably free from chert. 

The material is thoroughly washed before marketing in order to. 

eliminate the fine dust.

The entire run of crusher received at these laboratories passed the 

. 1-inch screen. The granular-metric analysis curve (fig. 22, p. 105) and 

the illustration (PI. XVII, B) show the absence of any fine grains, 

there being practically nothing finer than the No. 30, but the curve 

approaches the uniform-grade line. The percentage of voids is 37; 

the weight per cubic foot is 109.5 pounds; the amount of silt is 0.5 

per cent, and the yield in 1:3 mortar is 1.12. The results of the 

strength tests of mortars made from this material are given in Table 

XIV (pp. 109-124).

Register No. Se. 16. Sample Se. 16 was a by-product from a lead 

mine in the vicinity of Bonneterre, Mo. It is similar to Se. 15, 

except that the grading is somewhat different.

The granularmetric analysis curves are shown in fig. 18 (p. 96) 

and the illustration from photograph in PL XVII, C. The entire 

run of crusher, as received at the laboratories, passed the 1-inch screen, 

and about 70 per cent of these screenings passed the No." 10 sieve. 

The percentage of voids is 32.1; the weight per cubic foot is 120 

pounds; the amount of silt is 3.7 per cent, and the yield in 1: 3 mortar is 1.05. The results of the strength tests of mortars made from 

this material are given in Table XIV (pp. 109-124).

Register No. S'e. 17. The sample designated Se. 17 was-obtained 

from a quarry at Graniteville, Mo. It is a red granite of very close 

texture, and geologically is of pre-Cambrian age. The excavated rock 

is cut partly into dimension stones for building purposes, or Belgian 

blocks for paving. The resulting spalls are passed through a crusher 

and then through the 1-inch, -|-inch, and £-inch screens, each size 

being conducted to its own bin by a spout. The screenings are 

shipped to St. Louis or other cities in the Southwest.

Of the entire run of crusher, as received at the laboratories, 44 per 

cent passed the £-inch screen, showing that the three spouts mentioned above do not furnish equal quantities of the three sizes. According to the granularmetric analysis curve (fig. 20, p. 100) the 

screenings were uniformly graded; this may also be seen in the illustration from photograph (PL XVIII, ^1). The percentage of voids 

is 34.7; the weight per cubic foot is 108.8 pounds; the amount of silt 

is 1.4 per cent; and the yield in 1: 3 mortar is 1.13. The results of 

the strength tests of mortars made from this material are given in 

Table XIV (pp. 109-124).

Register No. Se. 18. Sample Se. 18 was obtained from a quarry 

in a bed of fossiliferous " Niagara " limestone near Kankakee, 111.
102 TESTS OF MATERIALS OF CEMENT MOKTARS.

The limestone in this region varies perceptibly in texture, that obtained in this quarry being probably the hardest and closest to be 

found. The stratum was 5 feet 6 inches thick, over a length of 1,800 

,feet, and contains a 1-inch layer of soft -argillaceous stone. The rock 

was excavated by means of steam drills and the use of black powder

too

Q

DIAMETER OF PARTICLES IN INCHES, WITH NUMBERS OF SIEVES

FIG. 21. Granularmetric analysis curve's for stone screenings 9, 20, 14, and 23. Results 

for sieves Nos. 10, 20, 30, 40, 50, 80, and 100 shown by solid lines; for Feret's two-sieve 

method by broken lines; uniform-grade lines shown by.dots and dashes.

in blasting. The entire output is passed through a crusher and is not 

sorted by sieves; it was being shipped to Chicago and Milwaukee.

Of the entire run of crusher, as received at the laboratories, 49 per 

cent passed the |-inch screen. As shown in fig. 19 (p. 98) and the 

illustration from photograph (PL XVIII, Z?), this material is very 

uniformly graded; but it contains a large amount of fine material,
U. 8. GEOLOGICAL SURVEY 

A. LIMESTONE SCREENINGS, JACKSON COUNTY, MO. (SAM

B. CHATS, HOFFMAN, MO. (SAMPLE 15).

(!. CHATS, BONNETERRE, MO. (SAMPLE 16).
STONE-SCREENINGS MORTARS. . 303

\N

over 10 per cent passing the No; 100 sieve and 9 per cent passing the 

No. 200 sieve. The percentage of voids is 39.0; the weight per cubic 

foot is 103.8 pounds; the amount of silt is TA8 per cent, and the yield 

in 1: 3 mortar is 1.06. The results of the strength tests of mortars 

are given in Table XIV (pp. 109-124).

Register No. Se. 19. The sample designated Se. 19 was obtained 

from a quarry situated in dolomitic beds of the " Niagara " formation 

at McCook, 111. The material was excavated by means of compressedair drills and the use of black powder in blasting. Part of the material is formed into dimension and paving stones; the remainder 

is passed through a crusher.

Of the entire run of crusher, as received at the laboratories, 39 per 

cent passed the £-inch screen, and of these screenings 75 per cent 

passed the No. 10 sieve and 10 per cent passed the No. 100 sieve. The 

granularmetric analysis curve is shown in fig. 17 (p. 94). The percentage of voids is 39.3; the.weight per cubic foot is 102.5 pounds; 

the amount of silt is 5.0 per cent, and the-yield in 1: 3 mortar is LOG. 

The results of the strength tests of mortars made from this material 

are given in Table XIV. This sample is illustrated in PL XVIII, G.

Register No. Se. W. Sample Se. 20 was obtained by dredging a 

strip of the Scioto River bed about 500 feet long at Columbus. The 

material, as raised by an endless-chain device and dumped into scows, 

is a mixture of bowlders, gravel, and sand. The bowlders are passed 

.through a crusher and then again mixed with the gravel and sand.

Of the entire run of crusher, as received at the laboratories, 17 per 

cent passed the ^-inch screen. As indicated by the granularmetric 

analysis curve (fig. 21) only about 40 per cent passed the No. 10 

sieve, 22 per cent the No. 100, and 20 per cent the No. 200. The 

percentage of voids is 35.2; the weight per cubic foot is 108.5 pounds; 

the amount of silt is 3.1 per cent, and the yield in 1: 3 mortar is 1.21. 

The results of the strength tests of mortars made from this material 

are given in Table XIV (p. 109). The illustration of this material 

(PI. XIX, A) does not truly represent the grading, as all the fine 

material has settled to the bottom and does not appear on the surface. The large amount of coarse material in this mixture is readily 

apparent.

Register No. Sec. 21. Sample Se. 21 is from a quarry near 

Hillsboro, Ohio, and the stone is of Silurian age. The rock was 

handled by means of compressed-air drills, powder, and dynamite. 

Two sizes are prepared for commercial purposes. The coarser size 

passes the 1^-inch screen and is retained on the £-inch screen. The 

smaller size passes the £-inch screen.

Of the screenings, as received at the .laboratories, the entire amount 

passed the |-inch screen. According to the granularmetric analysis 

curve< (fig. 17, p. 94) 72 per cent passed the No. 30 sieve and 30 per
104. TESTS OF MATEBIALS OF CEMENT MOETARS.

cent the No. 100 sieve. The percentage of voids is 41; the weight per 

cubic foot is 97.4 pounds; the amount of silt is 3.1 per cent, and the 

yield in 1:3 mortar is 1.14. The results of the strength tests of mortars made from this material are given in Table XIV (pp. 109-124).

From the illustration of these screenings (PL XIX, B] the very 

small amount of coarse material and the exceedingly large amount 

of fine material is readily apparent.

Register No. Se. %%. Sample Se. 22 belongs to the Monroe 

formation, found in the vicinity of Greenfield, Ohio, which was 

being quarried and shipped to Cincinnati. The quarry has a length 

of about 500 feet, and the rock was blasted by means of black powder 

and an 'explosive known to the trade as " rack-a-rock." The |-inch 

screenings removed from the crusher-run material are used for mortalpurposes, and the material above one-fourth inch and below 2 inches 

is used for concrete.

Of the |-inch screenings, received at the laboratories, about 15 per 

cent passed the No. 100 sieve and 10 per cent passed the No. 200 

sieve. According to the granularmetric analysis curve (fig. ,19, p. 98) 

the screenings, aside from the large amount of fine material, are uniformly graded. The percentage of voids is 37.5; the weight per 

cubic foot is 106.3 pounds; the amount of silt is 1.1 per cent, and 

the yield in 1:3 mortar is 1.14. The results of the strength tests of 

mortars made from these screenings are given in Table XIV (p. 109). 

The comparatively large amount of fine material and the presence of 

grains of all sizes, from the smallest up to the £-inch size, is readily 

apparent from the illustration (PI. XIX, C}..

Register No. Se. 23. Sample Se. 23 is a Devonian limestone obtained from a .quarry at Casparis, Ohio. It is very much foliated, 

and is practically the blanket side of the quarry, which is 8,000 feet 

long by 65 feet high. The material is obtained by means of air drills 

and dynamite, and is marketed in Illinois, Indiana, and Ohio. The 

crushed stone is passed over ^-inch screens and the material that 

passes these screens is sold as screenings.

All the particles of this sample as received at the laboratories 

passed the |-inch screen. They are very uniformly graded, as shown 

by the granularmetric analysis curve (fig. 21, p. 102). The percentage of voids is 38.2; the weight per cubic foot is 99.7 pounds; the 

amount of silt is 3.5 per cent, and the yield in 1: 3 mortar is 1.06. 

The results of the strength tests of mortars made from these screenings are given in Table XIV (p. 109). The appearance is shown in 

PI. XX, A.

Register No. Se. %4- Material designated Se. 24 is a dolomitic 

limestone in the Monroe formation .(Silurian) from a quarry at Silica, 

about 4 miles from Sylvania, Lucas County, Ohio. The stone is quarried from an open face by means of dynamite, and the material is
U. S. GEOLOGICAL SURVEY

A. GRANITE SCREENINGS, GRANITEVILLE, MO. (SAMPLE B. LIMESTONE SCREENINGS, KANKAKEE, ILL. (SAMPLE 

C. LIMESTONE SCREENINGS, McCOOK, ILL. (SAMPLE 19
STONE-SCREENINGS MORTARS. 105

handled automatically, crushed, and passed through 1-, 2-, and 3-inch 

screens. On this account no crusher-run material was available. 

After screening, the material is washed. This company has a most 

elaborate plant for storing and handling the various products, the 

conveying and handling machinery being similar to that used in the 

handling of coal.

DIAMETER OF PARTICLES IN INCHES, WITH NUMBERS OF31 EVES

FIG. 22. Granularmetric analysis curves for stone screenings 6, 4, 15, 5, and 24. Results 

for sieves Nos. 10, 20, 30, 40, 50, 80, and 100 shown by solid lines; for Feret's twosieve method by broken lines; uniform-grade lines shown by dots and dashes.

According to the granularmetric analysis curve (fig. 22) this

material is rather uniformly graded. This is also illustrated in PI.

XX, B. The percentage of voids is 41.8; the weight per cubic foot

is 101 pounds; the amount of silt is 1.1 jber cent, and the yield in 1: 3

19715 Bull. 331 OS S
106 TESTS OF MATEEIALS OF CEMENT MOBTARS.

mortar is 1.12. The results of the strength tests of mortars made 

from this material are given in Table XIV (pp. 109-124).

Register No. /Se. 25. A sample from Sibley, Mich., was designated 

Se. 25.

According to the granularmetric analysis curve for this material 

(fig. 19, p. 98) it is very uniformly graded, and about 16 per cent 

passes the No. 100 sieve. The percentage of voids is 33.8; the weight 

per cubic foot is 110.3 pounds; the amount of silt is 16.3 per cent. 

The results of the strength tests of mortars made from this material 

are given in Table XIV (p. 109). The sample is illustrated in PI. 

XX, C.

PHYSICAL TESTS OF STONE SCREENINGS.

Method. When a sample of broken stone is received at the laboratories it is spread on a concrete floor, and turned at frequent intervals, so that it will thoroughly dry. It is then passed over a £-inch 

screen, and the material that passes the screen is used in the mortar 

tests. The material retained on the ^-inch screen is discarded. The 

portion to be used is tested for granularmetric composition, percentage of voids, specific gravity, weight per cubic foot, and percentage 

of moisture. The results of these determinations are given in Table 

VIII (p. 59). The percentage and chemical analysis of silt are 

given in Table X (p. 77).

Granularmetric analysis. The set of sieves for the granularmetric 

' analysis comprises those with 10, 20, 30, 40, 50, 80, 100, and 200 openings per linear inch.

Granularmetric curves. The granularmetric analysis curves are 

shown in figs. 17-22, the ordinate at any sieve being the total percentage that passes that sieve, and not, as in Table VIII (p. 59), the percentage retained by the sieve. Starting with the curve of the screenings having the largest amount of fine material (Se. 21), at the top 

of fig. 17 (p. 94), these curves are arranged in consecutive order, ending with the curve of the screenings having the largest amount of 

coarse material (Se. 24), at the bottom of fig. 22 (p. 105).

The granularmetric analysis curves, as determined by the standard 

sieves previously referred to, are given in solid lines; In order to 

illustrate the difference between this method of analysis and the twosieve method proposed by M. Feret, the curve representing the analysis by the latter method is plotted on the same chart in broken lines. 

Below the two curves just described is given the uniform-grade line 

in dots and dashes. From the finest to the coarsest screenings the 

curves have been arranged in the order of the size of the segment included between the granularmetric analysis curve and the uniformgrade line.

Comparison between measured and computed voids. In order to 

determine the accuracy of the method of void determination used at
U. S. GEOLOGICAL SURVEY 

, gj*: -..; \-t.VC-.g,^:

\ '-

yl. SCREENINGS FROM CRUSHED BOWLDERS, COLUMBUS, OHI

11. LIMESTONE SCREENINGS, HILLSBORO, OHIO (SAMPLE 21),

t' LIMESTONE SCREENINGS, GREENFIELD, OHIO (SAMPLE 22)
STONE-SCREENINGS MORTARS. 107

the laboratories, the percentage of voids was computed from the 

specific gravity and the weight per cubic foot of each sample as explained under "Physical tests o.f sands" (p. 55). The results of 

these calculations, together with the measured voids, are given in 

Table VIII (p. 59) for facility of comparison. In columns 14 and 

15 are given the differences between the results obtained by the two 

methods, the difference in each case being given under the method 

that gives the larger value. The averages of these differences are 

shown beneath, and it can be seen that the difference between these 

averages is small, as in the case of sands and gravel screenings.

PHYSICAL TESTS OF STONE-SCREENINGS MORTARS.

Method. Each of the stone screenings described in the preceding 

pages Avas mixed with typical Portland cement to form mortars of 

different proportions, and these mortars were made into test pieces 

for tensile, compressive, and transverse tests. Proportions of 1:3 

and 1: 4 were used in every case, and in addition, wherever there was 

sufficient material of one size, test pieces Avere made of 1:3 one-size 

mortar. With each sample of stone screenings test pieces were made 

for each kind of stress, and three pieces were tested at each of the 

five ages, 7, 28, 90,180, and 360 days.

The results of the strength tests on these mortars, including the 

register number, the yield at the 1:3 ratio, the register number of 

the corresponding typical Portland cement test pieces, the temperature of the water and of the air at the time of molding, the percentage 

of water used for normal consistency, and the breaking strength 

in pounds per square inch at different ages are given in Table XIV 

(p. 109). In giving the results of tests on 1:3 one-size mortar the size 

to which the screenings were sifted is also shown. Table VIII (p. 59) 

summarizes data respecting the field origin and nature of each sample of stone screenings used, and the average physical properties are 

given in Table XII (p. 79).

The results of strength tests on neat-cement test pieces made from 

the same cement used in the mortars are given in Table VII (p. 36). 

The corresponding cement numbers are given in Table XIV, so that 

the strength of the mortar can be compared with the strength of the 

neat cement used in the mortar.

Tensile strength. The results of the tensile tests on 1:3, on 1:4, 

and on 1: 3 one-size stone-screenings mortar are given in Table XlVa 

(p. 109). The results are arranged in groups of three, and the average of each group is shown in the line marked "Average."

As a general rule the strength .of those screenings that are nearest 

to uniform grading is greater than that of the finer screenings that 

are farther removed from the uniform grading. In addition, the
108 TESTS OF MATERIALS OF CEMENT MORTARS.

strength of mortars made from those samples having lesser voids 

is greater than the strength of mortars made from those in which the 

Avoids are greater.

Compressive strength, The results of the compressive tests on 1: 3,. 

on 1:4, and on 1:3 one-size stone-screenings mortar are given in 

Table XIV5 (p. 115). The values in this table are in pounds per 

square inch and are obtained by dividing the total breaking load by 

the area of cross section of a 2-inch cube.

As in the case of tensile strength, there is a slight indication that 

the strength of stone-screenings mortar is greater for a sample for 

which the granularmetric analysis curve is close to the uniform grade 

line than for one for which the granularmetric analysis curve is 

farther removed from that line. In addition, the strength appears 

to increase with the decrease of voids.

Transverse strength. The results of the transverse tests on 1: 3, on 

1:4, and on 1: 3 one-size stone-screenings mortar are given in Table 

XIVc (p. 121). The values given in this table are moduli of rupture 

in pounds per square inch. At the time of writing not all of the 360- 

day transverse test pieces have been" tested, and it is, therefore, impossible at this time to complete the tables giving the results of the 

tests. This is due to the fact that the transverse molds did not arrive 

until some time after the other test pieces had been made. A study 

of the table shows that the transverse strength gradually increases up 

to 90 days in almost every case. Beyond this the strength does not 

vary much to 360 days, in some cases increasing and in some cases 

decreasing slightly.

Summary of stone-screenings mortar tests. In general, more confidence can be attached to the tests of the older test pieces than to 

those of the earlier test pieces. In the case of homogeneous materials 

the results of tests of different mortars at the same age should be 

somewhat uniform or should follow some general law, such as that 

observed in the case of sands where the position of the granularmetric analysis curve was seen to indicate the comparative strength 

of the mortars. In the investigations on stone screenings, however, 

since the stones were obtained in many different places, the results of 

the tests on test pieces of the same age are not consistent. It can not 

be said that any definite law can be given by means of which the 

strength of stone mortar can be approximately foretold by the mechanical conditions, since the strength of the stone from which the 

screenings are derived has much to do with the strength of the mortar. 

Almost the same difficulty was found with stone-screenings mortars 

as with gravel-screenings mortars (p. 88) ; that is, the tendency of 

the cement to concentrate at one or more parts of the sections. This 

was noticed principally where the material was composed of large
U. S. GEOLOGICAL SURVEY 

A. LIMESTONE SCREENINGS, CASPARIS, OHIO (SAMPLE 

B. LIMESTONE SCREENINGS, SYLVANIA, OHIO (SAMPLE 

C. LIMESTONE SCREENINGS, SIBLEY, MICH. (SAMPLE 
STOKE-SCEEENINGS MORTALS. 109

grains. The results of the tests of pieces in which this took place 

were very discordant.

The solid stone, obtained from the same quarry and the same bed 

from which the crushed stone is collected, is being tested for its 

physical properties. The results of these tests (which are to appear 

in another bulletin discussing the constituent materials of concrete) 

may afford a basis for the comparison of the relative value of mortars 

made from stone screenings.

Density. The density of mortar made from each sample of stone 

screenings was determined in order to ascertain its relation to the 

other physical properties, and to see if the strength of mortar can be 

approximately foretold, by the density. The density of 1:3 stonescreenings mortar and the relation between the densit}^ and other 

physical properties of stone and mortar are given in Table XII 

(p. 79). In column 1 are given the register numbers of the stone

screenings used in the mortars whose densities are given in column 2. 

The densities are ranged consecutively, with the largest value at the 

top. For purposes of comparison the number of the granular-metric 

analysis curve for each sample of stone screenings is given in 

column 3. The numbers start with No. 1 for Se. 21 (at the top of 

fig. 17, p. 94) and end with No. 25 for Se. 24 (at the bottom of 

fig. 22, p. 105)-. The percentage of voids, weight per cubic foot, and 

the tensile, compressive, and transverse strengths of the corresponding mortars at 180 days are given in columns 4-8. It can be seen 

that in the upper part of the table, where the values of density .are 

greatest, the percentages of voids as a rule are least and the weights 

per cubic foot and the strengths are greatest, and at the bottom of the 

table the opposite is true.

TAHIJi r,E XI Va. Tensile strength of the mortars of S~> stone screeninys.

Register 

No. a

Se. 1 . . .

Ratio of cement to 

screenings, b

1:3.................

A-VGrflOfG

1:4.................

1:3 (sifted)... ......

Average..........

Yield.

1.04

Cement

No.

79-1

79-6

79-11

Temperature 

(OF.).

Water.

66. 2

65.8

74.0

Air.

67.6

64.1

70.0

Water 

(per 

cent).

9.1

8.4

8.9

Tensile strength (pounds per 

square inch).

7 

days.

362 

342 

325

343

375 

425 

390

397

400 

390 

365

385

28 

days.

663 

645 

710

G73

546 

557 

561

555

458 

445 

440

448

90 

days.

760 

840 

830

810

618 

547 

600

588

444 

425 

480

460

180 

days.

698 

728 

696

707

662 

637 

645

648

550 

512

497

520

300 

days.

678 

800 

805

761

637 

620 

628

628

467 

482 

464

471

a For details of field origin of samples of stone screenings see pp. 93-106.

bin tests marked "sifted" the stone screenings used were sifted through No. 10 and over No. 20 

size.
110 OF MATERIALS OP CEMENT MORTARS.

TABLE XIVa. Tensile strength of the mortars of %5 stone screenings Continued.

Register 

No.

Se. 2... 

Se. 3... 

Se. 4... 

Se. 5...

Ratio of cement to 

screenings.

1:3.................

1:4 .................

1:3 (sifted).........

1:3.................

1:4.................

1:4 .................

1:3 (sifted).........

Average..........

1:4 .................

1:3 (sifted).........

Average..........

Yield.

1.10

1.09

1.08

1.02

Cement

No.

79-1

79-0

79-11

79-2

79-7

79-11

79-2

79-7

79-12

79-3

79-8

133-14

Temperature

TOWater.

66. 2

65.8

74.0

63. 5

66.2

74.0

63.5

66.2

71.6

66.9

65. 8'

78.8

Air.

67.9.

64.1

70.0

59.0

00. 5

70.0

59.0

66. 5

68.0

53.2

66.2

77.0

Water 

(per 

cent).

9.1

8.4

8.9

9.1

8.4

8.9

9.1

8.4

8.9

9.1

8.4

8.3

Tensile strength (pounds per 

square inch).

7 

days.

285 

261 

298

281

370

384 

380

378

345 

365 

341

350

366 

375 

375

372

455 

435 

465

452

345 

360 

329

345

510 

550 

560

540

414 

452

428

431

335 

303 

400

346

360 

345 

325

343

400 

365 

370

378

369 

379

374

28 

day?.

540 

541 

600

560

411 

420

474 435'

473 

475 

509

486

691 

606 

730

676

555 

558 5-95

569

392 

379 

424

398

630 

680 

610

640

516 

552 

529

532

477 

447 

477 

467

620 

613 

580

604

495 

490 

496

494

493 

490

' 492

90 

days.

664 

600 

620

628

550 

590 

600

580

592 

530 

600

574

748 

757 

755

753

700 

672 

690

687

630 

660 

600

630

919 

973 

963

952

714 

790

777

760

570 

540 

570 

560

690 

625 

670

662

660 

550 

555

588

506 

473

490

180 

days.

790 

721 

792

768

676 

661 

715

681

669 

600

687

652

828 

793 

805

809

.756' 

717 

730

734

642 

612 

655

636

970 

936 

910

939

845 

830 

800

825

570 

547

559

762 

740 

780

761

670 

671

670

445 

446

445

360 

days.

610 

686 

702

666

586 

579 

606

590

563 

547 

629

546

724 

733 '789

749

642 

664 

672

659

497 

468 

490

485

772 

830 

796

799

756 

765 

769

763

450 

502 

511 

490

736 

771 

728

745

602 

614 

592

603

575 

556

566
STONE-SCREENINGS MORTARS. Ill

TABLE XlVa. Tensile strength of the mortars of 25 stone screenings Continued.

Register 

No.

Se. 6...

Se. 7... 

Se. 8... 

Se. 9...

Ratio of cement to 

screenings.

1:3.................

1:4.................

1:3.................

1'4

1:3.................

1:4.................

1:3 (sifted)........

1:3.................

1:4.................

1:3 (sifted) ........

Average .........

Yield.

1.11

1. 07 '

........

1.03

1.12

Cement 

No.

79-3

79-8

79-12

79-3

79-8

79-12

79-4

79-9

79-13

79-4

79-9

79-13 

f. .......

Tempera tvire 

(°F..).

Water.

66.9

65. 8

71.6

6(1. 9

05. S

71.6

68.0

63.6

70.5

68. 0

63. 6

70.5

Air.

53.2

66. 2

68. 0

53.2

66.2

68.0

59. 3

51. 4

68.0

59.3

51.4

68.0

Water 

.(per 

cent).

9.1

8.4

8.9

9.1

' 8. 4

8.9

9.1

 8.4

8.9

9.1

8.4

8.9

Tensile strength (pounds per 

square inch).

7 

days.

377 

400 

388

388

413 

439

385

412

352 

335 

350

346 

370

000 oo£ 

336 

363

392 

357 

350

3G6

330 

335 

325

330

515 

517 

547

526

412 

409 

400

407

365 

340 

330

345

518 

526 

550

' 531

- 386 

418 

403

402

270 

290 

280

280

28 

days.

600 

645 

660

635

580 

667 

591

579

490 

470 

495

485

616 

585 

600 

600

425 

430 

400

438

350 

330 

325

335"

684 

633 

683

667

594 

599 

570

588

420 

400 

395

405

630 

694 

637

654

550 

511 

510

524

395 

347 

390

377

90 

days.

725 

790 

800

772

790 

743 

725

753

500 

590 

542

543

660 

652

718 

677

592 

520 

558

557

400 

370 

366

378

785 

790 

728

768

660 

697 

678

678

575 

555 

540

557

730 

792 

799

774

648 

586 

000

031

410 

365 

410

395

180 

days.

745 

750 

750

750

692 

700

696

630 

620

625

650 

690 

690 

677

595 

627

611

452 

433

442

795 

780 

805

793

760 

720 

750

743

472 

474 

452

466

787 

835 

826

816

775 

700 

771

749

489 

440

464

360 . 

days.

637. 

664 

700

667

715 

705 

724

715

495 

606 

478

493

655 

586 

649

630

533 

532 

527

531

374 

358 

380

371

756 

790 

784

777

623 

618 

611

617

415 

411 

452

426

722 

720 

738

727

602 

620 

618

613

387 

346 

352

362
112 TESTS OF MATEEIALS OF CEMENT MORTARS.

TABLE XlVa. Tensile strength of the mortars of 25 stone screenings Continued.

Register 

No.

Se. 10.. 

Se. 11.. 

Se. 12..

Se. 13..

Ratio of cement to 

screenings.

1:3.................

1:4.................

AvCrftfiTG

1:3 (sifted) ........

1;3.................

1:4.................

AVCTilETG

1:3 (sifted) ........

1:4.................

1:3 (sifted) ........

1:3.................

1:4.................

1:3 (sifted) ........

Average .........

Yield.

1. 11

1.12

1.13

1.04

Cement 

No.

79-4

79-9

79-13

79-5

79-10

79-14

79-5

79-10

79-14

79-5

79-10

79-14

Temperature

(°F.).

Water.

68.0

63.6

70.5

06. 2

59.8

71.6

06. 2

59.8

71.6

60.2

59.8

71.6

Air.

59.3

51.4

68.0

56.1

69.4

6S.O

56. 1.

69.4

68.0

56.1

69.4

68.0

Water 

(per 

cent).

9.1

8.4

8.9

9.1

8.3

8.9

9.1

8.3

8.9

9.1

8.3

8.9

Tensile strength (pounds per 

square inch).

7 

days.

485 

470 

510

488

333 

289 

293

305

280 

250 

268

266

355 

335 

340

343

215 

225 

245

228

365 

380 

345

363

400 

375 

390

388

415 

. 420 

440

425

430 

410 

425 

422

462 

463 

450

458

415 

400 

445

420

390 

377 

400

389

28 

days.

629 

645 

659

644

440 

490 

475

468

312 

309 

339

320

451 

433 

455

446

323 

320 

301

315

468 

448 

438

451

657 

623 

617

632

565 

000 

590

585

565' 

550 

522 

546

642 

682 

625

650

550 

575 

560

562

505 

470 

560

512

90 

days.

805 

735 

780

773

605 

637 

560

601

413

362 

383

386

492 

510 

524

509

410 

420 

418

416

473 

455 

500

476

744 

742 

715

734

635 

657 

623

638

703 

630 

660 

664

719 

768 

768

752

675 

610 

600

 628

645 

600 

615

620

180 

days.

770

776 

756

767

682 

660 

655

666

472 

473 

498

481

530 

560 

540

543

442 

470 

492

468

580 

565 

635

593

745 

727 

678

717

673

672 

678

674

701 

711 

697 

703

810 

771 

840 

807

673 

702 

692

689

703 

-683 

724

703

360 

days.

720 

687 

712

706

584 

592 

575

584

395 

379 

402

392

645 

667 

642

651

416 

435 

420

424

563 

532 

546

547

608 

620 

613

613

678 

645 

683

699

675 

684 

705 

688

678 

705 

691

691

615 

633 

642

630

633 

623 

608

621
STONE-SCREENINGS MORTARS. 113

TABLE XIVo. Tensile strength of the mortars of 25 stone screenings Continued.

Register

No.

Se. 14..

Se. 15.. 

Se. 16..

Se. 17..

Ratio of cement to 

screenings.

1:3.................

AvcrfttrG

1:8.. .... ...........

1:4.................

1:3 (sifted) ........

1:3.................

1:4.................

1:3 (sifted) ........

1:3.................

1:3 (sifted) ........

Averatre. ........

\ 

Yield.

1.07

1.12

1. 05

,

1.13

Cement 

No.

79-16

79-18 '

79-20

79-21

79-22

79-23

79-21

79-22

79-24

79-16

79-18

135-4

Temperature 

(°F.).

Water.

71.6

69.0

G9.8

70.5

71.6

71.2

70.5

71.6

70.7

71.6

69.0

78.8

Air.

59.7

68. 9

67.6

54.3

68.2

68.0

54.3

08. 2

52.0

69.7

68.9

82.4

Water 

(per 

cent).

8.9

8.3

8.9

8.9

8.3

8.9

8.9

8.3

8.9

8.9

8.3

8.9

Tensile strength (pounds per 

square incn).

7 

days.

488 

495 

620

501

453 

410 

449

437

420 

405 

390

405

630 

600 

595

608

300 295' 

290

295

304 

300 

333

312

430 

480 

473

461

380 

371 

396

382

300 

320 

300

307

420 

424 

382

409

371 

360 

345

359

232 

260 

241

244

28 

days.

622 

678 

620

640

565 

: 550 

574

563

500 

1 540 

512

517

574 

589 

 623 

595

365 

361 

332

353

427 

460 

468

448

717 

745 

700

721

602 

565 

570

' 579

447 

403 

418

423

650 

530 

530

637

450 

435 

447

444

330 

316 

341

329

90 

days.

728 

775 

730

744

695 

640 

710

682

520 

580 

555

552

020 

600: 

574

698

460 

450 

470

460

440 

420 

458

439

787 

775 

800

787

695 

730 

.725

717

430 

400 

450

427

615 

608 

610

611

425 

450 

385

420

337 

398 

380

372

180 

days.

666 

645 

680

664

555 

560 

591

569

480 

440 

485

468

645 

- 675

660

565 

690

578

386 

395 

330

370

765 

764 

771

767

704 

680 

700

695

442 

425 

460

442

591 

670 

635

565

448 

400

' 424

425 

376 

432

411

360 

days.

579 

689 

600

623

632 

695 

696

674

621 

579 

560

587

685 

692 

740 

706

410 

436 

492

446

490 

445 

460

465

856 

870 

842

856

756 

741 

739

745

357 

364 

406

376

522 

561 

522

535

437 

455 

437

443

487 

473 

634

498
114 TESTS OP MATERIALS OF CEMENT MORTARS.

TABLE XlVa. Tensile strength of the mortars of 25 stone screenings Continued.

Register 

No.

Se. 18..

Se. 19... 

Se. 20.. 

Se. 21.. 

Se. 22..

Ratio of cement to 

screenings.

1:3.................

1:4.................

1:3 (sifted)........

1:3.................

1:4.................

1:3 (sifted) ........

1:3.........;.;.....

1:4.................

1:3.................

1:4.................

1:3 (sifted)........

1:3.................

1:4.................

Average .........

Yield.

1.06

1.06

L21

1.14

1.14

Cement 

No.

79-25

79-25

79-25

79-19

79-19

79-20

79-35

79-35

. 79-31

79-31

79-31

79-34

79-34

Temperature

Water.

71.0

71.6

71.6

74.8

74.8

69.8

70.0

70.0

70.7

70.7

70.7

69.8

69.8

Air,

73.4

73.4

73. 4

CO. 2

66.2

67.6

70.4

70.4

70.0

70.0

70.0

69.8

69.8

Water, 

(per 

cent).

. 8.9

,8.3

8.9

. 8.9

8.3

8.9

8.9

8.3

8.9

8.3

8.9

8.9

8.3

Tensile strength (pounds per 

square inch).

7 

days.

370 

394 

381

382

323 

320 

340

328

455 

448 

440

448

455 

510 

500

488

400 

405 

375

393

456 

445 

465

455

355 

345 

347

349

300 

322 

326

316

420 

400 

437 

419

350 

345 

355

350

410 

425 

430

422

528 

503 

497

509

428 

442 

470

447

28 

days.

527 

530 

545

534

418 

425 

458

434

634 

610 

643

629

636 

656 

681

658

580 

600 

580

587

670 

673 

640

661

485 

492 

476

484

400 

440 

410

417

535 

524 

554 

538

460 

460 

455

458

515 

525 

535

525

603 

645 

610

619

560 

630 

527

539

90 

days.

640 

664 620

641

550 

555 

552

552

725 

709 

675

703

750 

695

747

731

690 

682 

710

694

785 

725 

735

748

574 

558 

547

560

527 

483 

521

510

630 

600 

640 

623

548 

570 

560

559

621 

657 

665

048

800 

853 

845

833

685 

720 

768

724

ISO 

days.

650 

618 

600

623

530 

560 

545

546

752 

750 

730

744

750 

820 

800

790

715 

693 

660

689

804 

805 

795

801

536 

495

485

505

476 

464

470

705 

660

683

570 

.540 

560

557

635 

650 

681

655

850 

924 

998

924

770 

760

 746

758

360 

days.

740 

712 

. 708

720

650 

628

639

640 

631

635

838 

742 

843

808

815 

890 

823

843

771 

810 

792

791

610 

662 

666

576

510 

474

492

661 

637 

668 

656

627 

620 

592

613

748 

764 

750

754

902 

936 

942

927

770 

782 

796

783
STONE-SCREENINGS MORTARS. 115

TABLE XIVo. Tensile strength of the mortars of 25 stone screening* Continued.

Register

No.

Se. 23 . . 

Se. 24 . .

Se. 25 . .

Ratio of cement to 

screenings.

1:3.................

1:4.................

^

1:3.................

.A vcrftfiro

1:4.................

1:3.................

1:4.................

1:3 (sifted) ........

Yield.

1.00

1. 12

Cement 

No.

'79-37

79-37

79-48

. 79. 48

133-40

183-40

133.40

Temperature 

(5F.). '

Water.

68.0

08.0

09. 8

09.8

71.0

71.6

71.6

Air.

08. 4

08. 4

60. 2

66.2

71. 6

71.6

71.6

Water 

(per 

cent).

S.9

8.3

8.9

8.3

8.9

8.3

8.9

Tensile strength (pounds per 

square inch).

7 

days.

345 

339 

300

348

320 

308 

312

313

386 

373 

383

380

331 

334 

333 

333

438 

412 

406

419

388 

390 

360

379

277 

287 

245

270

28 

daj's.

485 

497 

481

488

438 

431 

400

423

435 

467 

423

442

372 

350 

360 

301

570 

629 

560

553

500 

475 

502

492

426 

383 

385

398

90 

days.

542 

550 

656

549

500 

495 

525

507 

525

500 

512

415 

445

430

583 

650 

591

608

600 

540 

015

585

507 

650 

600

519

180 

days.

541 

545 

 551

545

504 

520 

600

508 

650

780 

715

487 

495 

485 

489

690 

640 

639

656

' 655 

720 

722

699

630 

625 

050

635

300 

days.

660 

587 

571

573

450 

481

465

701 

738 

753

731

678 

439

456 

491

691 

718 

731

713

651 

690 

674

672

545 

545 

602

504

TABLE XIV6. Compressive strength of t]i,e, mortars of 85 stone screenings.

Register

No. a

Se. 1...

Ratio of cement 

toscreenings.b

1:4 .............

1:3 (sifted).....

Average ......

Yield.

1.04

Cement 

No.

79-1

79-8

79-15

Temperature 

(°F.). 

Water.

09.0

71.6-

09. 8

Air.

68.7

08.2

70.0

Water 

(per 

cent).

8.9

8.3

8.9

Compressive strength (pounds per 

square inch).

7 

days.

2,375 

2,050 

2,037

2, 554

1,862 

1, 987 

2,000

1,949

1,175 

1,152 

1,287

1.205

28 

days.

3,580 

3,950 

3,620

3,717

2,337 

2,262 

2,100

2,233

1,617 

1,540 

1,467

1.541

90 

days.

4,740 

4,795 

5,038

4,858

3,435 

3,475 

3,400

3,437

1,716 

1,500 

1,670

1.628

180 

days.

6,453 

5,073

5,263

3,563 

3,758 

3,788

3,703

2,150 

2,355 

2,213

2.239

360 

days.

6,000 

5,662 

5,327

5,663

4,875 

4,250 

 4, 750

4, 625

2,750 

2,400 

2,575

2.575

a For details of field origin of samples of stone screenings see pp. 93-106.

*>In tests marked "sifted" the stone screenings used were through No. 10 and over No. 20 size.
116 TESTS OP MATERIALS OF CEMENT MORTALS.

TABLE XIV6. Compressive strength of the mortars of 25 stone screenings Continued.

Register 

No.

Se. 2...

Se. 3...

Se. 4... 

Se. 5... 

Se. 6...

Ratio of cement 

to screenings

1:3..............

1:4..............

1:3..............

1:4..............

1:3..............

1:4..............

1:3..............

1:3..............

Average ......

Yield.

1.10

1.09

1.08

1.02

1.11

Cement 

No.

79-1

' 333-7

79-10

79-2

79-9

79-16

79-3

79-9

79-3

79-10

79-3

79-10

Temperature 

(°F.).

Water.

69.0

71.6

70.7

74.8

71.2

70.7

74.8

71.2

09. 8

70.7

69.8

70.7

Air.

68.7

68.2

70.0

60. 2

68. 0

70.0

60.2

68.0

67.6

52.0

07.6

52.6

Water 

(per 

cent) .

8.9

8.3

8.9

8.9

8.3

8.9

8.9

8. 3

8.9

8.3

8.9

8.3

Compressive strength (pounds per 

square inch).

7 

days.

2,500 

'2, 352 

2,545

2,466

1,512 1, 572" 

1,676

1,587

1,500 

1,570 

1,455

1,508

2,750 

3,025 

3,037

2,937

2,185 

2,212 

2,335

2,244

1, 362 

1,210 

1,365

1,312

3,225 

3,625 

3,375

3,408

1,012 

1,660 

1,760

1,677

2, 450 

2,250 

2,525 

2,408

1,362 

1,487 

1,262

1,370

3,725 

3,525 

3,462

3,571

1,700 

1,662 

1,555

1,639

28 

days.

3,410 

3,375 

3,162

3,316

2,575 

2,625 

2,750

2,650

2,025 

2,037 

1,982

2,015

4,712 

4,512 

4,825

4,683

3,550 

3,687 

3, 630

3,622

1,870 

1,945 

2,080

1,965

5,632 

5,362 

5,925

5,639

3,450 

3,257 

3,612

3,439

3,927 

3,570 

4,362 

3,953

1, 705 

1,837 

1,985

1,842

5,250 

5,025 

5,517

5,264

3,137 

3,000 

2,775

2,971

90 

days.

4,135 

4,500 

4,595

4,410

3,312 

3,570 

3,717

3,533

2,460 

2,098 

2, 650 .

2,403

5,435 

5,525 

6,775

5,578

4,338 

4,338 

4,475

4,384

1,765 

1,985 

1,750

1,833

6,450 

6,235

6,342

3,463 

2,812 

3,078

3,118

4,213 

4,450 

4,438 

4,367

2,048 

2, 000 

1,975

2,008

7,200 

7,133 

6,925

7,086

4,900 

4, 500 

4,500

4.633

180 

days.

.5,190 

5,508 

5,055

5,251

4,070 

4,370 

4,320

4,253 

2,950

2,888 

2,919

6,688 

6,193 

6,618

6,500

5,193 

5,020 

4,875

5,029

2,250 

2,413 

2,338

2,334

8,328 

8,800 

8,805

8,644

4,175 

3,908 

4,193

4, 092

4,915 

4,993

4,954 

2,475

2,500 

2,488

8,160 

8,445 

7,538

8,048

5,313 

5,143 

5,570

6.342

360 

days. 

5,467 

5; 380 

5,525

5J 457

4,640 

5,125 

4,800

4,855

2,775 

2,500 

2,625

2,633

5,900 

5,877 

6,270

6,016

5,278 

5,082 

4,958

 5, 106

2,900 

2,550 

2,825

2,758

7,855 

7,375 

8,185

7,805

4, 538 

5,126 

5,040

4,901

6,590 

6,155 

5,840 

6,195

4,400 

4,250 

4,225

4,292

8,875 

8,837 

8,859

8,859

5,375 

5,400 

5.-500

5.524
STONE-SCREENINGS MORTARS. 117

TABLE XIV6. Compressive strength of the mortars of %5 stone screenings Continued.

Register 

No.

Se. 7... 

So. «... 

Se. 9...

Se. 10.. 

Se. 11...

Ratio of cement 

to screenings.

1:3..............

1:4.. ............

1:3 (sifted).....

1:3..............

1:3..............

1:3..............

1:3 (sifted) .....

1:3..............

1:4..............

1:3 (sifted) .....

Average ......

Yield.

1.07

1.03

1.12

1.11

1. 12

Cement

No.

79-4

79-11

79-16

79-4

79-1 1

79-1

79-11

79-17

79-1

79-12

79-17

79-5

79-12

79-17

Temperature 

(°F.).

Water.

69. 8

73.4

70.7

71.6

73. 4

71. 6

70.2

71. 6

68. 0

70.2

70.0

68.0

70.2

Air.

67. 6

f>7.2

70.0

55.0

57.2

55. 0

' 57. 2

69.8

55.0

60.8*

69. 8

64.4

60.8

69.8

Water 

(per 

cent).

8.9

8.3

8.9

8.9

8.3

8.9

8.3

8.9

8.9

8.3

8.9

8.9

8.3

8.9

Coraprcssive strength (pounds per 

square inch).

7 

days.

1,875 

1, 735 

1,830

1, 813

925 

937 

850

904

882 

950 

950

927

2,775 

2,797 

2,950

2,841

1,392 

1,305 

1,450

1,382

2,375 

2,380 

2,400

2, 385

1,312 

1,435 

1,450

1,399

750 

862 

837

836

2,750 

2,520 

2, 260

2,510

795 

750 

746

764

937 

905 

840

894

1,000 

1, 120 

1, 127

1,082

945 

985 

905

945

1, 625 

1, 712 

1,500

1.612

28 

days.

2,787 

3,062 

2,545

2,798

1,CG2 

1,652 

1,630

1,648

1,162 

1,042 

1,135

1,113

4,275 

3,875 

4,476

4,208

2,800 

2,855 

2,597

2,751

4,075 

4,137 

4,350

4,187

2,700 

2,520 

2,517

2,579

1,075 

1,037 

1, 130

1,081

3,737 

3, 450 

3,450

3,546

2,007 

2,090 

1,960

2,019

1,000 

1,112 

1,000

1,037

2,000 

2,155 

2,000

2,052

1, 540 

1, 662 

1,440

1,547

2,270 

2,075

2.171

90 

days.

4,358 

4,520 

4,420

4,433

2,250 

2,320 

2,338

2, 303

1,145 

1,250

1,197

5,625 

5,500 

5,417

5,514

3,250 

3, 500 

3,325

3,358

5,325 

5,250 

5,212

5,262

3,500 

3,465 

3,738

3,568

1,225 

1,350 

1,338

1^304

4,682 

4,670 

4,900

4,717

2,330 

2,475 

2,250

2,352

1, 850 

1, 925

1,888

1,888

3, 155 

2,925 

2,925

3,002

2,338 

2,225 

2,075

2,213

3, 325 

3, 513 

3,513

3.450

180 

days.

5,328 

5,508 

5,000

5,279

2,265 

2,318 2,475- 

2, 353

1,413

1,525 

1,469

5,945 

6,500 

6,475

0,307

4, 685 

4,700 

4,450

4, 612

6, 113 

5,850

5,982

4, 198 

4, 300 

3,768

4,089

1, 310 

1,250 

1,375

1, 312

7,513 

7, 275

7,394

2,783 

3,220 

3,025

3,009

1, 675 

1,500 

1,580

1,585

3, 613 

3,963 

3, 695

3,757

2,595 

2,875 

2,750

2,740

2,588 

2, 713 

2,560

2.620

360 

days.

5, 488 

5, 680 

5, 137

5,402

3, 175 

3,300 

3, 100 

3,192

1, 600 

1,375 

1,650

1,542

5, 575 

5, 763 

5, 375

5, 571

6,050 

5, 725 

5,900

5,892

5,560 

5, 525 

5,500

5,528

4,600 

4,500 

4,675

4,592

1,350 

1,225 

1, 550

1,375

6,852 

6,887 

6,677

6,805

3,100 

3,500 

3,175

3, 258

1, 475 

1,400 

1, 250

1,375

4,850 

4,825 

5,050

4,908

3,726 

4,050 

3, 675.

3,813

4,300 

4,250 

4,325

4.292
118 TESTS OF MATERIALS OF CEMENT MORTARS.

TABLE XIV6. Compressive strength of the mortars of 25 stone screenings Continued.

Register 

No.

So. 12.. 

Se. 13. . 

Se. 14 . .

So. 15 . .

Ratio of cement 

to screenings.

1:3..............

1:4..............

1:3..............

1:4..............

1:3 (sifted) .....

1:3..............

1:4.............

1:3 (sifted) .....

1:3...... ........

1:4..............

Averatre ......

Yield.

1. 13

1.04

1.07

1.12

Cement 

No.

79-6

73-13

79-18

79-6

79-13

79-18

79-*6

79-14

79-18

79-7

79-14

79-19

Temperature 

(°F.).

Water.

69.6

68. 0

68.0

69. 6

68.0

68.0

69.6

70.7

68.0

70.5

70.7

69.8

Air.

60.3

' 73.4

66. 2

60. 3

78.4

66. 2

60.3

69. 0

66. 2

54.3

69. 0

66. 2

Water 

(per 

cent).

8.9

8.3

8.9

8.9

8.3

8.9

8.9

8.3

8.9

S.9

8.3

8.9

Compressive strength (pounds p'er 

square inch).

7 

days.

2, 512 

3,000 

2,812

2,775

1, 675 

1,580 

1,590

1,615

1,305 

1,350 

1,375

1,377

2,700 

2, 500 

2,450

2, 550

1,237 

1,205 

1,260

1,234

1,537 

1,462 

1,505

1,501

2,900 

3,000 

2,725

2,875

2,042 

2,080 

2,030

2,'051

1,875 

1,777 

1,805

1,819

1, 712 

1,762 

1,766

1,747

960 

875 

912

916

1,200 

1,050 

1,177

1.142

28 

days.

4,525 

4,470 

4,500

4,498

3,000

2,825 

2, 962

2,929

1^585 

1,460 

1,482

1,509

4,550 

4, 250 

4,426

4,409

2,275 

2, 200 

2,187

2, 221

2,055 

2, 067 

2, 277

2,133

4,750 

4,550 

4,550 

4, 617

2,880 

2, 257 

2,905

2,681

2,277 

2,250 

2, 200

2,242

2,800 

3,087 

3,225

3,037

1,025 

947 

890 954*

2,200 

2,037 

2,025

2.087

90 

days.

5, 175 

5,362 

5,332

5,290

3,950 

3,650 

3,643

3,748

1,930 

2,000 

2,085

2,008

5,025 

5,250 

5,015

5,097

3, 475 

3,138 

3,000

3,204

2,558

2,788

2,673

5,730 

5,610 

5,825 

5,722

4,045

4,138 

4,092

2,588 

2,550

2,569

5,500 

5,435 

5,225

5,387

1,438 

1,400 

1,000

1,279

2,625 

2,620

2.572

180 

days.

6,168 

6,208 

6, 203

6,193

4,175 

4,100

4,138

1,633 

1,775 

1,775

1,728

5,533 

5,000 

5,650

5,394

3,350 

3,050

6,200

2,975 

3,105 

2,950

3,010

6,125 

5,950 

6,050 

6,042

4,688 

4.380 

4,660

4,576

3,250 

3,075 

3,313

3,213

4,675 

4,688

4,681

1,803 

1,873 

1,725

1,800 

2,733

2,788 

2.760

360 

days.

6,400 

7,225 

6,550

6,725

6,050 

5,700 

5,650

5,800

1,950 

1,875 

2,025

1,950

6, 150 

5,700 

5,675

5,842

3,725 

4,050 

3,925

3,900

3,475 

3,800 

3,650

3,642

7,075 

7,175 

6,600

6,950

4,250 

4,600 

4,475

4,442

3,625 

3,475 

3,600.

3,567

5,480 

5,675 

5,800

5,652

1,075 

1,200 

1,375

1,217

2,925 

2,800 

2,650

2. 792
STONE-SCREENINGS MORTARS. 119

TABLE XIV6. Compressive strength of the mortars of 85 stone screenings Continued.

Register

No.

Se. 16.. 

Se. 17..

Se. 18..

Se. 19.. 

Se. 20 . .

Ratio of cement 

to screenings.

1:3..............

1:4. .............

1:3 (sifted) .....

A vppil P*P

1 'Q

: 3 (sifted) .....

1:3.............

,:,.............

1:3 (sifted) .....

1:3..............

1:4..............

1:3 (sifted) .....

1:3..............

1:4..............

Average......

Yield.

1.05

1.13

l.OC

1.06

1. 21

Cement 

No.

79-7

79 15

79-19

79-7

79-14

135-5

79-20

79-20

79-20

79-8

79-15

79-19

' 79-35

79-35

Temperature

(°F.).

Water.

70.5

69.8

69. 8

70. 5

70.7

78.8

69.8

69. 8

69.8

71.6

69. 8

69. 8

70.0

70.0

Air.

54.3

70.0

66. 2

54.3

69.0

80.6

72.0

72.0

72.0

68.2

70.0

66. 2

70.0

70.0

Water 

(per 

cent).

8.9

8.3

8.9

8.9

8.3

8.9

8.9

8.3

8.9

8.9

8.3

8.9

8.9

8.3

Compressive strength (pounds per 

square inch).

7 

days.

1,767 

1,588 

2,026

1,805

1,290 

1,437 

1,362

1,363

1,300 

1,287 

1,350

1,312

2,187 

2,075 

2, 400

2,221

987 

1,112 

1,055

1,051

2,140 

2,025 

1,912

2,026

2,425 

2,275 

2,262

2,321

1,512 

1,600 

1,525

1,546

2,350 

2, 250 

2,150

2, 250

2,345 

2, 335 

2,200

2,293

1,637 

1,712

1,762

1, 704

1,750 

1, 780 

1,525

1,685

2,668 

2, 585 

2,505

2,586

2,000 

1,913 

1,925

1,946

28 

days.

3,500 

3,462 

3,750

3, 571

2,052 

2,290 

2,262

2, 201

2,165 

2, 237 

2, 275

2,226

4,125 

3,745 

4,200

4,023

2,200 

2,000 

2, 272

2, 157

2,750 

3,000

2,875

3, 362 

3,037 

3,132

3,177

2,500 

2,567 

2,287

2,451

3,195 

3,455 

3,452

3, 367

3,785 

4,000 

3,500

3,762

2,675 

2, 500 

2,697

2,624

2, 517 

2,845 

2,605

2,656

4,165 

4,135 

3,937

4,079

3,440 

3,382 

3,310

3.377

90 

days.

5,363 

5,483 

5,000

5,282

2,963 

3,148

3,056

2,400 

2, 280

2,340

4,478 

4, 425 

4,633

4,512

3,320 

2,975 

3,050

3,115

3,350 

3,475 

3, 375

3,400

5,015 

4,760 

4,663

4,813

3,250 

3, 275

3,262

4,010 

4,250 

4,325

4,195

'4,857 

4,960 

5,067

'4,961

3,560 

3,575 

3, 695

3,610

4,038 

3,890 

3,625

3,851

5,408 

5, 155

5,488

5,350

4,288 

4,370

4.329

180 

days.

4,930 

5,235 

4,750

4,972

3,650 

3,750 

3,525 

3, 642

1,388 

1,305 

1,390

1,392

5,310 

5,615 

5,113

5,313

3,853 

3,618 

3,778

3,750

3, 250 

2, 925

2,875

3,017

6,443 

6,208 

6,013

6,221

4,275 

4, 163 

4,025

4, 154

4, 775 

4,900 

5,225

4,967

5,665 

5,000 

5,713

5,459

4,800 

4,538

4,669

3,375 

3,510 

3,675

3,520

5,100

4,875 

5,020

4,998

3, 612 

3, 631 

3,975

3,719

360 

days.

6,875 

6,637 

7,010

6,807

4,725 

5,000 

4,675

4,800

2,800 

2,975 

2,900

2,892

6,925 

7,100 

6,300

6,775

3,276 

3,825 

3,050

3,383

4,025 

3,875 

4; 050

3,983

6,900 

6,225 

6,500

6,542

4,475 

4,800 

4,350

4,542

4,400 

4,500 

4,625

4,508

7,075 

6,050 

7, 150

6,758

6, 150 

5,675 

5,700

5,842

4,250 

4,475 

4,225

4,317

6,125 

6,550 

6,450

6,375

5,375 

5,400 

6,375

5,383
120 TESTS OF MATEKIALS OF CEMENT MOETAES.

TABLE XIV6. Compresswe strength of the mortars of 85 stone screenings Continued.

Register 

No.

Se. 21...

Se. 22.. 

Se. 23.. 

Se. 24..

Se. 25..

Ratio of cement 

to screenings.

1:3..............

1:4..............

A.vcrftorG

1:3 (sifted) .....

1:3..............

1:4..............

1:3..............

1:4..............

1:3..............

1:4..............

1:3..............

1:4..............'

1:3 (sifted) .....

Yield.

1.14

1.14

1.06

1.12

Cement

No.

79-26

79-26

79-26

79-34

79-84

79-37

79-37

79-48

79-48

133-40

133-40

133-40

Temperature

(°F.). '

Water.

70.7

70.7

70.7

69.8

69.8

69. 8

69.8

68.8

68.8

71.6

71.6

71.6

Air.

69.0

69.0

69.0

69.8

69.8

70.0

70.0

62.6

62.6

69/8

69.8

69. 8

Water 

(Per 

cent).

8.9

8.3

8.9

8.9

8.3

8.9

8.3

8.9

8.3

8.9

8.3

8.9

Compressive strength (pounds per 

square inch).

7 

days.

1,637 

1,732 

1,537

1,635

1, 177 

1,250 

1,137

1,188

1,387 

1,375 

1,440

1,401

2,683 

2,500 

2,520

2,568

2,013 

1,900 

1,955

1,956

1,543 

1,595 

1,550

1,563

1,405 

1,383 

1,353

1,380

1,838 

1,835

1,836

963 

925 

978 

955

3,270 

3,390 

3,348

3,346

3,005 

2,825 

2,853

2,894

1,763 

1,885 

1,783

1,810

28 

days.

2,525 

2, 400 

2, 250

2,392

1,880 

1,908 

1,725

1,838

2, 420 

2,573 

2,250

2,414

4,682 

4, 650 

4,682

4,671

3,050 

3,300 

3,325

3,225

2,925 

2,868 

2,835

2,876

2,298 

2,392 

2,375

2,355

2,900 

2,588

2,744

1,700 

1,925

1,812

4,150 

4,255 

4,425

4,277

3,092 

3,112 

3,132

3^112

2,085 

1.950 

2,125

2,053

90 

days.

3,470 

3, 725 

3,250

3,482

2,675 2,578- 

2,733

2,662

3,378 

3,250 

3,378

3,335

6,163 

6,375 

6,263

6,267

4,763 

4,600 

4,575

4,646

3,763 

3, 765 

3,763

3,764

2,978 

3,280 

3,033

3,097

3,080 

2,943

3,011

2,268 

2,128

2,198

5,350 

4,650 

 4, 550

4,850

4,125 

4,575

4,350

2, 750 

2,650 

2, 975

2,792

180 

days.

3,887 

4, 119 

3,837

3,948

3,350 

3,425 

3,412

3,396

3,650 

4,137 

3,575

3,787

7,550 

7,222 

7,375 

7,382

4, 80,0 

4,700 

4,750

4,750

4,225 

4,512 

4,350

4,362

2,862 

3, 112 

3,025

2,910

3,950 

3,450 

3, 675

3,692

2,525 

2,750 

2, 950 

2,742

6,600 

6,375 

6,275

6,417

5,175 

4,550 

4,900

4,875

2,800 

2,625 

2,725

2,717

360 

days.

5, 305 

5,270 

4,850

5,142

'4,125 

4,100 

4, 150

4,125

4,375 

4,550 

4,750

4,558

8,675 

8,600 

8,225

8,500

6,050 

5,950

5,425

5,808

5,800 

5,675 

5,475

5. 650

4,400 

4,150 

4,100

4,217

4,750 

4,675 

5, 150

4,858

2,500 

1,625 

1,750 

];958

6,800 

6,825 

6,450

6,692

4,950 

4,350 

4,550

4,617

2,800 

2.850 

2,750

2,800
STONE-SCREENINGS MORTARS. 121

TABLE XI Vc. Transverse strength of the mortars of 25 stone screenings.

Register 

No.«

Se. 2... 

Se. 3... 

Se.4... 

Se. 5 . . . 

Se. 6...

Ratio of cement 

to screenings.^

1:3.............

'1:3.............

1:4.............

1:3 (sifted).....

-A.V GrrtfirG

1:3.............

1:4.............

1:3.............

A-VcrfttTG

1:4.............

1:3 (sifted).....

1:3.............

1:4.............

Average ......

Yield.

1.04

1.10

1.09

1.08

1.02

Cement 

No.

133-6

133-7

133-8

133-9

135-13

133-10

133-1.1

133-12

133-13

333-14

133-15

133-16

Temperature (SF.).

Water.

71.6

69.8

69. 8

69.8

80.6

69.8

63. 0

63.0

63.5

66.2

68.0

67:1

Air.

64.2

64.2

05. 4

68.0

80.6

66.2

70.7

67.1

74.0

78.8

78.8

68.0

Water 

(per 

cent).

9.1

8.4

9. 1

8.4

8.7

9. 1

. 8.4

9.1

8.4

8.3

9.1

8.4

Transverse strength (pounds per 

square inch).

7 

days.

648 

702 

738

696

504 

504 

522

510

'756 

756 

828

780

648 

666 

720 

678

792 

576 

702

690

864 

720 

900

828

522 

594

558

648 

540 

702

630

612 

486 

504

534

468 

504 

522

498

450 

486

468

738 

936 

936

870

28 

days.

1,134 

1,080 

1,098 

1, 104

900 

738

819

1,170 

1,224 

1,116

1,170

1,044 

990 

1,080 

1,038

828 

612 

720

720

1,206 

1,098 

990

1,098

720 

828 

900

816

1, 116 

1,116 

954

1,062

540 

756 

684

660

540 

630

585

1,080 

972 

1,116

1,056

864 

936 

1,008

936

90 

days.

1,530 

1,350 

1,440

1,440

1,224 

1,170

1,197

1,458 

1,350 

1,584

1,464

1,188 

990 

1,080 

1,086

918 

918 

1,008

948

1,530 

1 , 350 

1,260

1,380

1,188 

1,206 

1,080

1,158

1,242 

1,116 

1, 152

1,170

864 

936 

954

918

936 

864

900

1,152 

1,278 

1,116

1,182

1, 224 

1,080 

1,350

1.218

180 

days.

1,188 

1,224 

1,584

1,332

1,368 

1,530 

1,332

1,410

1,296 

1,260 

1,242 

1,206

1,224 

1,152 

1,044

1,140

1,584 

1,620 

1, 602

1,602

1,206 

1,152 

1, 314

1, 224

1,170 

1,332 

1,242

1,248

882 

972 

846

900

1,026 

972 

900

966

1,368 

1,368 

1,242

1,326

1,116 

1,296 

1,368

1.260

360 

days.

1,404 

1,404 

1,422

1,410

1,152 

1,152

1,584 

1,620 

1,548

1, 584

1, 422 

1,422 

1,440 

1,428

972 

918 

954

948

1,476 

1,422 

1,386

1, 428

1,476 

1,512 

1,566

1,518

1,404 

1,350 

1,368

1,374

936 

882 

900

906 

972

1,044 

1,008

1,440 

1,512 

1,440

1,464

1,332 

1,260 

1,368

1 . 320

o For details of field origin of samples of stone screening see pp. 93-106.

bin tests marked "sifted" the stone screenings used were sifted through No. 10 and over No. 20 

size.

19715 Bull. 331 OS
122 TESTS OF MATERIALS OF CEMENT MORTARS. 

TABLE XI'Vc. Transverse strength of the mortars o^f '25 stone screenings Continued.

Register 

No.

Se.7...

Se. 8... 

Se. 9...

Se. 10..

Ratio of cement 

to screenings.

i s

1:4.............

1 :3(sifted).....

AvcriitTG

1:3..............

1:4..........!...

1:3 (sifted) .....

1:3..............

1:4..............

1:3..............

1:4..............

1:3 (sifted) .....

. Average ......

Yield.

1.11

-

1.07

1.03

1.11

Cement 

No.

133-18

133-19

133-20

133-22

133-24

133-25

133-J(i

.133-27

133-29

133-30

133-31

133-32

Temperature 

(°F.).

Water.

68.9

08.9

69.8

(19. 8

69.8

68.0

(iS.9

68.0

68. 9

69.8

68.0

71.6

Air.

- 67.1

77.0

78: 8

73.4

64.0

68.7

68.0

66.2

74.3

69.8

77.0

80.6

Water 

(per 

cent).

9.1

8.4

8.9

9.1

8.4

8.9

9.1

H. 4

8.9

9.1

8.4

8.9

Transverse strength (pounds per 

square inch).

7 

days.

612 

720

756

696

396 

450 

432

420

342 

312

288 

324

720 

702 

810

744

504 

558

531

432 

378 

432

414

774 

702

864

780

612 

630 

612

618

486 

468 

396 

450

846

882 

756

828

540 

. 522 

630

564

504 

432 

486

474

28 

days.

756 

738 

1,008

834

720 

648 

540

636

594 

612 

576

594

1,152 

900 

1,170

1,074

864 

990 

900

918

486 

522 

702

570

1,170 

1,080 

1,152

1,134

864 

846 

828

846

756 

 720 

702

726

972 

1, 116 

1,044

1,044

864 

936 

846

882

630 

774 

648 

684

90 

days.

1,008 

1,026

1,017 

936

828 

882

684 

612 

702

666

1,314 

1,350

1,332

1,170 

1,044 

1,260

1,158

612 

558 

720

630

1,224 

1,278 

1,260

1,254

' 792 

1,026 

972

930

81.0 

684 

612

702

1,368 

1,296 

1,404

1,356

828 

1,116 

990

978

612 

666 

540

606

180 

days.

1, 224 

1, 206

1,188

1 , 206

1,062 

1,188 

1,044

1, 098

828 

792 

828

816

1,404 

1,296 

1,422

1,374

1,188 

1,260

1,224

846 

810

738

798

1,530 

1,458 

1,494

1,494

1,080 

1, 152 

1,224

1,152

1,00* 

864 

918 

930

1,098 

1,260 

1,296

1,218

990 

1,134 

1,044

1,056

360 

days.

'1,026 

972 

972

990

756 

864

810

738 

792

765

1,314 

1,494

1,404

1,332 

1,368

1,350

936 

936

936

1,458 

1 , 548 

1 , 476

1,494

1,260 

1,278 

1,368

1,302 

1,080

1,080

1,548 

1,"512 

1,656

1,572

1,260 

1,224

1,242

684 

630 

702

672
STONE-SCREENINGS MORTARS. 123

TABLK XIVc. Transverse strength of the mortars of '25 stone screenings Continued.

Register 

No.

i 

Se. 11..

Se. 12..

So. 18.. 

Se. 14..

Ratio of cement 

to screenings.

[1:3..............

1:4..............

1:3 (sifted).....

1:8...:..........

1:4..............

1: 3 (sifted) .....

1:3..............

1M...... ........

1:3 (sifted).....

1:3..............

1:4..............

Average ......

1:3 (sifted) ..... 

Average......

Yield.

1.12

1.13

1. 04

1.07

^

Cement 

No.

133-33

133-34

133-35

133-43

133-44

133-15

133-40

133-47

134-1

134-2

134-3

' 134-4

Temperature

(°F.).

Water.

76.1

69.8

71.6

70.7

70.7

72.5

70.7

70.7

72.4

77.0

74.3

76.1

Air.

74.3

71.6

08. 0

71.6

74.3

74.6

72. 5

77.0

78.8

78.8

80.0

74.8

Water 

(per 

cent).

9.1

8.3

8.9

9.1

8.3

8.9

9.1

8.3

8.9

8.9

8.3

8.9

Transverse strength (pounds per 

square inch).

7 

days.

522 

486 

468

492

306 

324 

432 

. 354

576 

648

486

570

864 

882 

846

864

630 

630 

594

618

666 

612 

612

630

864 

954 

900

906

810 

774 

720

768

684 

594 

666

648

1,044 

864 

936

948

.738 

720 

684

714

792 

864 

972

876

28 

days.

720 

900

774

798

540 

594 

612

582

882 

936

774

864

1,116 

900 

1,008

1,008

1,206 

990 

936

1,044

882 

846 

792

840

1,098 

1,188 

1,188

1,158

900 

828 

864

864

 972 

954 

792

906 

1,008

1,062 

1,035

792 

828 

936

852

918 

936

927

90 

days.

828 

864

774

822

720 

774 

864

786 

1,368

1,404 

1,386

1,368 

1, 260 

1,296

1,308

1,170 

1, 242 

1,044

1,152

918 

1,008 

972

966

1,260 

1,404 

1,440

1, 368

1, 152 

1, 152 

1,296

1,200

918 

1,008 

1,080

1,002

1,314 

1, 278 

1, 332

1,308

1,278 

1,098 

1,152

1 , 176

810 

972 

828

870

180 

days.

990 

936 

828

918

864 

828 

828

840

1,404 

1,296 

1,368

1, 356

1,296 

1,620 

1,422

1,446

1, 170 

1,152 

1,170 

1,164

1,170 

990 

954

1, 038

1,422 

1,350 

1,296

1, 356

1,170 

1, 260 

1,170

1,200

1,008 

972 

1,080

1,020

1,278 

1, 368 

1,368

1,338

1,332 

1, 224 

1, 296

1,284

990 

936 

1,080

1.002

360 

days.

954 

900

927

918 

864 

828

870-

1,296 

1,224 

1 , 224

1,248

1,404 

1,404 

1,458

1,422

1,224 

1, 188- 

1,170

1,194

1 , 044 

990 

1,008

1,014

1,458 

1,422 

1,512

1,464

1,332 

1,296 

1,368

1,332

1,170 

1,206 

1,080

1,152

1,350. 

1,404

1,377

1,314 

1,296 

1,242

1,284

1,116 

1, 080

1.098
124 TESTS OF MATERIALS OF CEMENT MORTARS.

TABLE XIVc. Transverse strength of the mortars of 25 stone screenings Continued.

Register

No.

Se. 17.. 

Se. 18.. 

So 19..

Ratio of cement 

to screenings.

i -s

1:4..............

1:3 (sifted) .....

1:3.............:

1:4..............

1:3 (sifted) .....

1:3..............

1:4..............

1:3 (sifted) .....

Yield.

1.13

1.06

1.06

Cement 

No.

134-5

134-6

135-4

134-8

134-9

134-10

135-1

135-2

135-3

Temperature 

(%.).

Water.

75.2

75.2

76. 1

76.1

75.2

75.2

78.8

77.0

78.8

Air.

72.5

70.7

77.0

77.0

80.6

78.8

82.4

76.1

80.6

Water 

(per 

cent).

8.9

8.3

8.9

8.9

8.3

. S.9

8.9

8.3

8.9

Transverse strength (pounds per 

square inch).

7 

days.

792 

720 

612

708

504 

540 

396

480

486 

522 

486

498

702

' 774 

684

720

594 

594 

612

600

738

738 

828

768

918 

1,026 

990

978-

828 

846 

756

810

630 

540 

522 

564

28 

days.

1,'026 

990 

900

972

936 

954 

648

846

684 

702 

738

708

918

774 

972

888

666 

900 

900

822 

f 1,062 

1,116 

1,260

1..146

1,260 

1,368 

1,314

1,314

1,278 

1,188 

1,188

1,218

864 

846 

864 

858

90 

days.

1,152 

1,026 

1,062

1,080

828 

918 

792

846

774 

828 

918

840

1,224 

1,260 

1,188

1,224

1,188 

1,206 

1,134

1,176

1,224 

1,368 

1,242

1,278

1, 530 

1,584 

1,656

1,590

1,350 

1,332 

1,206

1,299

1,062 

1,044 

936 

1,014

180 

days.

1,098 

1,008 

936

1,014

612 

576 

630

006

792 

792 

828

804

1,368 

1,440 

1,332

1,380

1,332 

1,278

1,305

1,278 

1,368 

1,386

1,344

1,368 

1,548 

1,764

1,560

1, 332 

1,386 

1,350

1,356

1,116 

1,080 

990 

1,062

360 

days.

1,188 

1,080 

1,134

1,134

1,332 

810

1,071

918 

846 

900

888

1,440 

1,386

1,413 

1,332

1,332

1,440 

1,440 

1,476

1,452

1,674 

1,620

1,656

1,134 

1,044 

1,098

1,098

1,026 

1,116 

1,152 

1,098
INDEX.

Page. 

Acknowledgments to those donating....... 9,

42,79,92-93 

Age, variation of strength with............ 1-^2

Algonquin, 111., sand from (No. 8), analysis

of, diagram showing............ 54

Band from (No. 8), description of....... 4C

mortar from, strength of........ 63, 69,74

physical properties of........... 59, GO-61

plate showing...................... 44

silt in............................... 77

uniformity coefficient of......'...... 78

Amherstburg, Ontario, gravel from (No. 9),

analysis of, diagram showing^.. 85 

gravel from (No. 9), description of..... 84

mortar from, strength of........... 90,92

physical properties of.............. 59,61

plate showing...................... 84

silt in............................... 77

uniformity coefficient of............ 78

sand from (No. 16), analysis of, diagram

showing........................ 54

description of....................... 49

mortar from, strength of........ 65,71,76

physical properties of........... 59, CO-61

plate showing...................... 50

siltin............................... 77

uniformity coefficient of............. 78

Analyses' granulannetric, curves of........ 53-

54,86-87,106 

curves of, figures showing........... 45, <8,50,

52,54,81,83,85,94,96,98,100,102,105 

making of.......................... 53,86,106

Arrnourdale, sand from (No. 2), analysis of,

diagram showing............... 50

sand from (No. 2), description of....... 43-44

mortar from, strength of........ 62,67,73

physical properties of........... 59,60-61

plate showing...................... 40

siltin............................... 77

uniformity coefficient of............ 78

Attica, Tnd., gravel from (No. 11), analysis

of, diagram showing............ 83

gravel from (No. 11), description of.... 85-86

mortar from, strength of........... 90,92

physical properties of.........:.... 59,61

plate showing...................... 86

silt in............................... 77

uniformity coefficient of............ 78

gravel from (No. 12), analysis of, diagram showing........:......... 81

description of...............:....... 86

mortar from, strength of........... 90,92

physical properties of.............. 59,61

plate showing........:............. 86

siltin............................... 77

uniformity coefficient of............ 78

sand from (No. 18), analysis of, diagram

showing........................ 48

description of....................... 49-50

Page. 

Attica, Ind. Continued.

sand from (No. 18) Continued.

mortar from, strength of........... 66,71

physical properties of........... 59,60-61

plate showing...................... 50

silt in............................... 77

uniformity coefficient of............ 78

sand from (No. 19), analysis of, diagram

showing........................ 52

description of....................... 50-51

mortar from, strength of........... 06,72

physical properties of........... 59, fiO-Cl

plate showing...................... 52

silt in............................... 77

uniformity coefficient of............ 78

sand from (No. 20), analysis of, diagram

showing........................ 52

description of....................... 51

mortar from, strength of........... 66,72

physical properties of........... 59,60-61

plate showing...................... 52

silt in............................... 77

uniformity coefficient of............. 78

Bonneterre, Mo., stone from (No. 16), analysis of, diagram showing......... 96

stone from (No. 16), description of..... 101

mortar from, strength of......... 113,119

physical properties of.............. 60,61

plate showing...................... 102

siltin....................!.......... 77

uniformity coefficient of............ 78

Carpenterville, 111., sand from (No. 7), analysis of, diagram showing....... 48

sand from (No. 7), description of....... 45-46

mortar from, strength of........ 63,69,74

physical properties of........... 59,60-61

plate showing..... .s................ 44

siltin............................... 77

uniformity coefficient of............ 78

Carthage, Ohio, gravel from (No. 5), analysis of, diagram showing........ 83

gravel from (No. 5), description of..... 82

mortar from, strength of........... 89,91

physical properties of.............. 59,61

plate showing...................... 82

siltin............................... 77

uniformity coefficient of............ 78

Casparis, Ohio, stone from (No. 23), analysis

of, diagram showing............ 102

stone from (No. 23), description of..... 104

mortar from, strength of......... 115,120

physical properties of.............. 60,61

plate showing...................... 108

siltin............................... 77

uniformity coefficient of............ 78

Cement,' chemical tests of................... 10-12

compressive strength of.......... 19-21,24-26

variation of, with age.. 1,25-26,30-34,37-38 

diagram showing............ 26,34,39

125
126 INDEX.

Cement Continued.

.Page.

fineness of........................... 13-15,22

physical determinations of............. 12-42

making of, methods of........ .''.*.... 127

physical properties of.................. 12-15

reports on .............................. 4

samples of, analyses of.................. 10-12

mixing of........................... 10

selection of......................... 10

set of, time of........................ 13-15,22

specific gravity of................... 13-15,22

temperature of......................... 13-21

storage of, character of............... 8, .'55-36

effects of............................ 35-37

tensile strength of....... 10-18,22-24,33,35-37

variation of, with age.... 1,23-24,20-29,34

diagram showing............ 23,34,35

tests of................................ 1,9-42

methods of......................... 9,34

transverse strength of............... 39,41-42

variation of, with age......... 1,39,41-42

 > diagram showing............... 40

volume of, change of................... 22

warping of........................... 13-15,22

water in, percentage of................. 13-15

Chert screenings, plate showing............ 98

Chilson, Mich., gravel from (No. 7), analysis

of, diagram showing............ 85

gravel from (No. 7), description of..... 83-84

mortar from, strength of.......... 90,91

physical properties of.............. 59,61

plate showing...................... 82

silt in.............................. 77

uniformity coefficient of............ 78

gravel from (No. 8), analysis of, diagram

showing........................ 85

description of........................ 84

mortar from, strength of........... 90,92

physical properties of.............. 59,61

plate showing...................... 84

silt in...............;............... 77

uniformity coefficient of............ 78

sand from (No. 13), analysis of, diagram

showing........................ 54

description of....................... 47

mortar from, strength of........ 65,70,75

physical properties of............ 59. GO-61

plate showing...................... 48

silt in............................... 77

.uniformity coefficient of............ 78

Cincinnati, sand near (No. 5), analysis of,

diagram showing............... 50

sand near (No. 5), description of....... 44

mortar from, strength of........ 63,68,73

physical properties of........... 59,60-61

plate showing...................... 42

siltin............................... 77

uniformity coefficient of............ 78

Columbus, Ohio, gravel from (No. 3), analysis of, diagram showing....... 85

gravel from (No. 3), description of..... 81-82

mortar from, strength of........:.. 89,91

physical properties of.............. 59,61

plate showing...................... 80

silt 'in.............................. 77

unif onnity coefficient of............ 78

Columbus, Ohio Continued.

Page.

sand from (No. 3), analysis of, diagram

showing........................ 52

description of....................... 44

mortar from, strength of........ 62,68,73

physical properties of........... 59,60-61

plate showing...................... 40

siltin............................... 77

uniformity coefficient of............ 78

stone from (No. 20), analysis of, diagram

showing........................ 102

description of....................... 103

mortar from, strength of......... .114,119

plate showing...................... 106

siltin............................... 77

uniformity coefficient of............ 78

Compression, tests by...................... 8-9

Compressive strength, tests of............. 2,8-9

See also Sand; Gravel; Stone. 

Density, relation of strength and.......... 3

Desplaines River,sand from (No.9),analysis of, diagram showing......... 52

sand from (No. 9), description of....... 46

mortar from, strength of........ 64,09,74

physical properties of........... 59,60-61

plate showing...................... 44

siltin............................... 77

uniformity coefficient of............ 78

Drake, Mo., sand from (No. 22), analysis of,

diagram showing............... 50

sand from (No. 22), description of..... 51-52

mortar from, strength of........ 07,72,76

physical properties of........... 59,00-61

plate showing...................... 54

siltin............................... 77

uniformity coefficient of............ 78

Erie, Lake, gravel from (No. 10), analysis of,

diagram showing............... 81

gravel from (No. 10), description.of.... 84-85

mortar from, strength of...'........ 90,92

physical properties of.............. 59,01

plate showing...................... 84

silt in............................... 77

uniformity coefficient of............ 78

Fox Eiver, 111., sand from (No. G), analysis

of, diagram showing............ 50

sand from (No. 0), description of....... 44-45

mortar from, strength of........ 63,68,74

physical properties of........... 59,60-61

plate showing...................... 42

siltin............................... 77

uniformity coefficient of............ 78

sand from (No. 7), analysis of, diagram

showing........................ 48

description of....................... 45-46

mortar from, strength of........ 63,69,74

physical properties of........... 59,60-01

plate showing...................... 44

siltin............................... 77

uniformity coefficient of J........... 78

sand from (No. 8), analysis of, diagram

showing........................ 54

description of........................ 46

mortar from, strength of........ 63,69,74

physical properties of........... 59,60-451
INDEX. 12V

Page. 

Pox River, 111. Continued.

sand from (No. 8) Continued.

plate showing...................... 44

silt in............................... 77

uniformity coefficient of.'........... 78

Glencoe, Mo., stone from (No. 4), analysis of,

diagram showing............... 105

stone from (No. 4), description of...... 95

mortar from, strength of..... 110,110,121

physical properties of.............. CO, 01

plate showing...................... 94

silt in............................... 77.

uniformity coefficient of............ 78

Granite screenings, plate showing.......... 104

G raniteville, Mo., stone from (No. 17), analysis of, diagram showing ....... 100

stone from (No. 17), description of...... 101

mortar from, strength of..... 113,119,124

physical properties of.............. 00,01

plate showing...................... 104

silt in.............................. 77

uniformity coefficient of............ 78

Granulannetric analyses, curves of......... 53-

54,80-87,100 

curves of, figures showing .............. 45,

48,50,52,54,81,83,85,94,90,98,100,102,105. 

making of.......................... 53,80,100

Gravel screenings, absorption percentage of. 59 

collection of............................ 80

density of............................ 01,79,87

description of........................... 80-80

granularmetric analysis of............. 80

curves of......................... 79,80-87

figures showing.............. 81,83,85

physical properties of................ 59,01,79

physical tests of.................... 3-4,80-87

making of, method of............... 80

plates showing................ 54,80,82,84,80

silt in, analysis of...................... 77

percentage of....................... 59

specific gravity of...................... 59

uniformity coefficients of............... 78,87

weight of............................... 59,79

Gravel - screenings mortar, compressive

strength of..'............. 79,88,91-92

compressive strength of, variation of,

with age........................ 91-92

density of............................... 88-89

physical tests of........................ 87-92

making of, method of. ............. 87-88

summary of........................ 88

tensile strength of................. 79,88,89-90

variation of, with age .............i 89-90

transverse strength of.................. 79

uniformity coefficients of............... 78

Greenfield, Ohio, stone'froin (No. 22), analysis of, diagram showing....... 98

stone from (No. 22), description of...... 104

mortar from, strength of......... 114,120

physical properties of.............. 00,01

plate showing.....................^ 100

silt in............................... 77

uniformity coefficient of............ 78

Hillslioro, Ohio, stone from (No. 21), analysis of, diagram showing....... 94

stone from (No. 21), description of... 103-104

Page. 

Hillsboro, Ohio Continued.

stone from No. (21) Continued.

mortar from, strength of.. .. .<....... 114

physical properties of.............. 120

plate showing...................... 100

siltin............................... 77

uniformity coefficient of............ 78

Hoffrnan, Mo., stone from (No. 15), analysis 

of, diagram showing............

stone from (No. 15), description of...... 101

mortar from, strength of......... 113,118

physical properties of.............. 60,01

. plate showing...................... 102

silt in................................ 77

uniformity coefficient of.... %........ 78

Investigation, nature and extent of......... 7

Joplin, Mo., stone from (No. 0), analysis of,

diagram showing............... 105

stone from (No. 0), description of....... 90-97

mortar from, strength of.... Ill, 116,121

physical properties of............... 00,61

plate showing...................... 96

silt in............................... - 77

uniformity coefficient of ........... 78

stone from (No. 7), analysis of, diagram

showing........................ 100

description of....................... 97

mortar from, strength of.... Ill, 117,122

physical properties of.............. TO, 01

plate showing...................... 90

Siltin.............................. 77

uniformity coefficient of ........... 78

stone from (No. 8), analysis of, diagram

showing........................ 100

description of'....................... 97

mortar from, strength of..., 111, 117,122 

physical properties of.............. CO, 61

plate showing...................... 98

siltin............................... 77

uniformity coefficient of........... 78

stone from (No. 9), analysis of, diagram

showing........................ 102

description of....................... 97-98

mortar from, strength of..... Ill, 117,122

physical properties of.............. CO, 61

plate showing...................... 98

silt in.............................. 77

uniformity coefficient of............ 78

stone from (No. 10), analysis of, diagram showing.................. 100

description of....................... 98-99

mortar from, strength of.... 112, 117, 122

physical properties of.............. 00,01

plate showing...................... 98

siltin........................:...... 77

uniformity coefficient of............ 78

Kankakee, 111., stone from (No. 18), analysis

of, diagram showing............ 98

stone from (No. 18), description of.... 101-103

mortar from, strength of..... 114,119,124

physical properties of.............. 00,01

plate showing...................... 104

siltin................................ 77

uniformity coefficient of............ 78

Kansas City, Mo., sand from (No. 1), analysis of, diagram showing........ 48
128 INDEX.

Kansas City, Mo. Continued. . Page, 

sand from (No. 1), description of........ 43

mortar from, strength of........ 62, 67, 73

physical properties of.......... 59, 60-61

plate showing...................... 40

siltin............................... 77

uniformity coefficient of............ 78

Kansas City, Mo., stone from (No. 12), analysis of, diagram showing........ 96

stone from (No. 12), description of...... 99

mortar from, strength of..... 112,118,123

physical properties of............... 60,61

plate showing...................... 100

siltin............................... 77

uniformity coefficient of............ 78

Kansas River, sand from (No. 2), analysis

of, diagram showing............ 50

sand from (No. 2), description of........ 43-44

mortar from, strength of........ 62, 67, 73

physical properties of........... 59, 60-61

plate showing...................... 40

siltin............................... 77

uniformity coefficient of............ 78

Kentucky, Kenton County, sand from (No. 

10), analysis of, diagram showing ............................. 45

Kenton County, sand from (No. 10),

description of................... 46-47

sand from (No. 10), mortar from,

strength of.................... 64-69

physical properties of ....... 59,60-61

plate showing................... 46

silt in........................... 77

uniformity coefficient of........ 78

Libertyville, 111., sand from (No. 9), analysis

of, diagram showing............ 52

sand from (No. 9), description of ..... 46

mortar from, strength of........ 64,69,74

physical properties of........... 59,60-61

plate showing...................... 44

silt in............................... 77

uniformity coefficient of............ 78

Limestone screenings, plates showing...... 94

96,100,102,104,108 

Lorain, Ohio, gravel from (No. 10), analysis

of, diagram showing............ 81

gravel from (No. 10), description of..... 84-85

mortar from, strength of............ 00,92

physical properties of.............. 59,61

plate showing...................... 84

silt in............................... 77

uniformity 'coefficient of............ 78

Loveland, Ohio, gravel from (No.' 4), analysis of, diagram showing........ 81

gravel from (No. 4), description of..... 82

mortar from, strength of........... 89,91

physical properties of.............. 59,61

plate showing...................... 80

siltin............................... 77

uniformity coefficient of............ 78

Ludlow, Ky., gravel from (No. 6), analysis

of, diagram showing............ 83

gravel from (No. 6), description of..... 82-83

mortar from, strength of........... 89,91

physical properties of.............. 59,61

plate showing. .....................~ 82

siltin................................ 77

uniformity coefficient of............ 78

. Page. 

McCook, 111., stone from (No. 19), analysis

of, diagram showing............ 94

stone from (No. 19), description of..... 103

mortar from, strength of..... 114,119,124

physical properties of.............. 60,61

plate showing...................... 104

siltin............................... 77

uniformity coefficient of............ 78

Meramec River, gravel from (No. 1), analysis of, diagram showing........ 83

gravel from (No. 1), description of..... 80

mortar from, strength of........... 81,89

physical properties of.............. 59,61

plate showing...................... 54

siltin................................ 77

uniformity coefficient of............ 78

gravel from (No. 2), analysis of, diagram showing.................. 81

description of........................ 80

mortar from, strength of........... 89,91

physical properties of.............. 59,61

plate showing...................... 80

silt in............................... 77

uniformity coefficient of............ 78

sand from (No. 21), analysis of, diagram

showing........................ 45

description of....................... 51

mortar from, strength of........... 67,72

physical properties of............ 59,60-61

plate showing....................... 52

siltin............................... 77

uniformity coefficient of............ 78

sand from (No. 22), analysis of, diagram

showing........................ 50

description of....................... 51-52

mortar from, strength of........... 67,72

physical properties of............ 59,60-61

plate showing....................... 52

siltin............................... 77

uniformity coefficient of............ 78 . Missouri Buchanan County, stone from 

(No. 13), analysis of, diagram 

showing........................ 98

Buchanan County, stone from (No.

13), description of.............. 99

stone from (No. 13), mortar from,

strength oL............ 112,118,123

physical properties of........... 60, 61

plate showing................... 100

silt in........................... 77

uniformity coefficient of........ 78

Jackson County, stone from (No. 14),

analysis of, diagram showing... 102

stone from (No. 14), description of. 99-100

mortar from, strength of. 113,118,123

physical properties of........... 60, 61

plate showing................... 102

siltin........................... 77

uniformity coefficient of........ 78

Missouri River, sand from (No. 1), analysis

of, diagram showing............ 48

sand from (No. 1), description of ...... 43

mortar from, strength pf........ 62,67,73

physical properties of............ 59,60-61

plate showing....................... 40

siltin............................... 77

uniformity coefficient of......:..... 78
INDEX. 129

Page. 

Monroe formation, sand from (No. 11),

analysis of, diagram showing.. 52 

sand from (No. 11), description of..... 47

mortar from, strength of........ 64,70,75

physical properties of............ 59, CO-61

plate showing....................... 46

silt in................................ 77

uniformity coefficient of............ 78

sand from (No. 12),analysis of, diagram

showing........................ 54

description of....................... 47

mortar from, strength of........ 64,70,75

physical properties of........... 59, 60-61

plate showing...................... 46

silt in............................... 77

uniformity coefficient of............ 78

Morsches Spur Bar, Mo., gravel from (No. 1),

analysis of, diagram showing.. 83 

gravel from (No. 1), description of..... 80

mortar from, strength of........... 89,91

physical properties of............... 59-61

plate showing....................... 54

silt in............................... 77

uniformity coefficient of............ 78

Mortar, strength of, determination of....... 7-8

Moselle, Mo., gravel from (No. 2), analysis

of, diagram showing............ 81

gravel from (No. 2), description of..... 80

mortar from, strength of........... 89,91

physical properties of............... 59,61

plate showing. ........................ 80

silt in...;........................... 77

uniformity coefficient of............ 78

sand from (No. 21), analysis of, diagram

showing........................ 45

description of....................... 51

mortar from, strength of........... 67,72

physical properties of............ 59,60-61

plate showing....................... 52

silt in............................... 77

uniformity coefficient of............ 78

Ohio River, sand from (No. 5), analysis of,

diagram showing............... 50

sand from (No. 5), description of....... 44

mortar from, strength of........ 63,68, 73

physical properties of............ 59,60-61

plate showing....................... 42

silt in............................... 77

uniformity coefficient of............ 78

Ottawa, 111., sand from, description of.... 52

sand from, plate showing............... 54

Register numbers, explanation of........... 8

St. Charles, 111., sand from (No. 6), analysis

of, diagram showing............ 50

sand from (No. 6), description of....... 44-45

mortar from, strength of........ 63,68,74

physical properties of............ 59,60-61

plate showing....................... 42

silt in............................... 77

uniformity coefficient of............ 78

St. Clair River, Ontario, gravel from (No. 

9), analysis of, diagram showing.............................. 85

Page.

St. Clair River, Ontario Continued.

 gravel from (No. 9), description of..... 84

mortar from, strength of........... 90,92

physical properties of............... 59,61

plate showing....................... 84

silt in............................... 77

uniformity coefficient of............ 78

sand from, (No. 14), analysis of, diagram showing.................. 48

description of.........................47-48

mortar from, strength of........ 65,70,75

physical properties of............ 59,60-61

plate showing....................... 48

silt in............................... 77

uniformity coefficient of............ 78

sand from (No. 15), analysis of, diagram

showing........................ <5

description of....................... 49

mortar from, strength of........ 65,71,75

physical properties of............ f>9; 60-61

plate showing....................... 48

silt in............................... 77

uniformity coefficient of............ 78

sand from (No. 16), analysis of, diagram showing.................. 54

description of........................ 49

mortar from, strength of........ 65,71,76

.physical properties of............... 59,60

plate showing....................... 50

silt in............................... 77

uniformity coefficient of............ 78

St. Louis, stone from (No. 1), analysis of,

diagram showing............... 96

stone from (No. 1), description of....... 93

mortar from, strength of......... 109,115

physical properties of.............. 60,61

plate 'showing...................... 86

silt in................:.............. 77

uniformity coefficient of............ 78

stone from (No. 2), analysis of, diagram

showing........................ 69

description of...................... 93-94

mortar from, strength of..... 110,116,121

physical properties of.............. 60,61

plate showing...................... 94

silt in............................... 77

uniformity coefficient of............ 78

stone from (No. 3), analysis of, diagram

showing........................ 94

description of...................... 94-95

mortar from, strength of..... 110,116,121

physical properties of.............. 60,61

plate showing...................... 94

silt in............................... 77

uniformity coefficient of............ 78

stone near (No. 11), analysis of, diagram showing.................. 94

description of...................... 99

mortar from, strength of..... 112,117,123

physical properties of.............. 60,61

plate showing...................... 100

silt in............................... 77

uniformity coefficient of............ 78

Sand, absorption percentage of............ 59

collection of............................ 42-43
130 INDEX.

Page.

Sand Continued.

density of........................ 55,59-60,78

description of.......................... 43-52

granularmetric analysis of.............. 53

curves of........................ 53-55,78

figures showing....... 45,48,50,52,5$

physical properties of............... 59-61,78

physical tests of........................ 53-56

making of, method of.............. 53

plates showing....... 40,42,44,46,48,50,52,54

silt in, analysis of...................... 77

per cent of.......................... 59

specific gravity of...................... 59

uniformity coefficients of............ 5.5-56,78

weight of............................... 59

Sand mortar, compressive strength of. 57,07-72,78 

compressive strength of, variation of,

with age.............. 1-2,2,5-20,32-34

variation of, with age, diagram

showing........................ 27,34

density of................... 3,58-59, CO-61,78

physical tests of..............:..... 1-2,56-79

making of, method of.............. 56-57

summary of........................ 57-58

tensile strength of................ 57,62-07,78

variation of, with age........ 24,29-30,34

diagram showing............... 24,34

transverse strength of........... 57,73-76,78

Scioto River, Ohio, gravel from (No. 3), analysis of, diagram showing..... 85

gravel from (No. 3), description of...... 81-82

mortar from, strength of........... 89,91

physical properties of .............. 59,61

plate showing....................... 80

silt in............................... 77

uniformity coefficient of............ 78

sand from (No. 3), analysis of, diagram

showing......................... 52

description of....................... 44

mortar from, strength of........ 62,68,73

physical properties of............ 59,60-61

plate showing....................... 40

silt in:.............................. 77

uniformity coefficient of............ 78

Sibley, Mich., stone from (No. 25), analysis

of, diagram showing............ 98

stone from (No. 25), description of...... 106

mortar from, strength of......... 115,120

physical properties of............... CO, 61

plate showing....................... 108

silt in......................'......... 77

uniformity coefficient of............ 78

Springfield, Mo., stone from (No. 5), analysis

of, diagram showing............ 105

stone from (No. 5), description of....... 95

mortar from, strength of..... 110,110,121

physical properties of............... 60, 61

plate showing....................... 96

silt in............................... 77

uniformity coefficient of............ 78

Stone, strength of, report on............... 4-5

Stone screenings, absorption percentage of.. 60 

collection of............................. 93

Page. 

Stone screenings Continued.

density of.....................:. 61,79,106-107

description of.......................... 93-106

granularmetric analysis of. ............. 100

curves of........................... 79,106

figures showing.. 94,96,98,100,102,105 

physical properties of................ 60,61,79

physical test of....................... 106-107

making of, method of............... 106 '

plates showing... 94,96,98,100,102,104,106,108 

silt in, analysis of....................... 77

percentage of....................... 60

specific gravity of....................... 60

weight of................................ 60,79

Stone - screenings mortar, compressive

strength of............. 79,108,115-120

compressive strength of, variation of,

with age...................... 115-120

density of............................... 109

physical tests of...................... 107-123

making of, method of............... 107

summary of....................... 108-109

tensile strength of......... 79,107-108,109-115

variation of, with age............. 109-115

transverse strength of....... 4,79,108,121-123

variation of, with age............. 121-124

Storage, character of....................... 8

Strength, tests of .......................... 8

variation of, with age. See Cement: 

Sand mortar; Gravel-screenings 

mortar; Stone-screenings mortar.

Sylvania, Ohio, stone from (No.'24), analysis of, diagram showing......... 105

stone from (No. 24), description of.... 104-106

mortar from, strength of......... 115,120

physical properties of.............. 60,61

plate showing........... ............ 108

silt in............................... 77

uniformity coefficient of............ 78

Symmes, Ohio, sand from (No. 4), analysis

of, diagram showing............ 54

sand from (No. 4), description of....... 44

mortar from, strength of........ 62,68,73

physical properties of.......... 59,60-61

plate showing...'................... 42

silt in............................... 77

uniformity coefficient of............ 78

Tensile strength, tests of................... 1-2,8

See also Sand; Gravel; Stone. 

Tension, tests by........................... 8

Tests, character of......................... 8

Transverse strength, tests of............... 9

See also Sand; Gravel; Stone. 

, Utica, Mich., sand from(No. 17), analysis of,

diagram showing............... 45

sand from (No. 17), description of...... 49

. mortar from, strength of........ 66,71,76

physical properties of........... 59,60-61

 plate showing...................... 50 .

silt in............................... 77

uniformity coefficient of............ 78

Voids, relation of strength and............. 3
CLASSIFICATION OF THE PUBLICATIONS OF THE UNITED STATES GEOLOGICAL

SURVEY.

[Bulletin No. 331.]

The publications of the United States Geological Survey consist of (1) Annual 

Reports, (2) Monographs, (3) Professional Papers, (4) Bulletins, (5) Mineral 

Resources, (6) Water-Supply and Irrigation Papers, (7) Topographic Atlas of United 

States folios and separate sheets thereof, (8) Geologic Atlas of United States folios 

thereof. The classes numbered 2, 7, and 8 are sold at cost of publication; the others 

are distributed free. A circular giving complete lists can be had on application.

Most of the above publications can be obtained or consulted in the following ways:

1. A limited number are delivered to the Director of the Survey, from whom they 

can be obtained, free of charge (except classes 2, 7, and 8), on application.

2. A certain number are delivered to Senators and Representatives in Congress for 

distribution.

3. Other copies are deposited with the Superintendent of Documents, Washington, 

D. C., from whom they can be had at prices slightly above cost.

4. Copies of all Government publications are furnished to the principal public 

libraries in the large cities throughout the United States, where they can be consulted 

by those interested.

The Professional Papers, Bulletins, and Water-Supply Papers treat of a variety of 

subjects, and the total number issued is large. They have therefore been classified 

into the following series: A, Economic geology; B, Descriptive geology; C, Systematic geology and paleontology; D, Petrography and mineralogy; E, Chemistry and 

physics; F, Geography; G, Miscellaneous; H, Forestry; I, Irrigation; J, Water storage; K, Pumping water; L, Quality of water; M, General hydrographic investigations; N, Water power; 0, Underground waters; P, Hyrographic progress reports; 

Q, Fuels; R, Structural materials. This paper is the third in Series R, the complete 

list of which follows (B=Bulletin):

SERIES R, STRUCTURAL MATERIALS.

B 324. The San Francisco earthquake and fire of April -18, 1906, and their effects on structures and 

structural materials; reports by G. K. Gilbert, R. L. Humphrey, J. S. Sewell, and Frank 

Soul6, with preface by J. A. Holmes. 1907. 170 pp., 57 pis.

B 329. Organization, equipment, and operation of the structural-materials testing laboratories at 

St. Louis, Mo., by R. L. Humphrey. 1908. 85 pp., 25 pis.

B 331. Portland-cement mortars and their constituent materials; results of tests made at the structural-materials testing laboratories, Forest Park, St. Louis, Mo., 1905-1907, by R.L. Humphrey. 1908- 130 pp., 20 pis.

Correspondence should be addressed to

THE DIRECTOR,

UNITED STATES GEOLOGICAL SURVEY,

WASHINGTON, D. C. 

FEBRUARY, 1908.

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