Bureau of Staridard^

Die .M-..ia38"
The program of research on building materials and structures undertaken by the

National Bureau of Standards is planned with the assistance of the following advisory

committee designated by the Subcommittee on Design and Construction of the Central

Housing Committee.

TECHNICAL RESEARCH GROUP

Harold D. Hynds, Chairman

Walter Junge, Federal Housing Administration, Vice Chairman

Pierre Blouke,

Home Owners' Loan Corporation.

C. W. Chamberlain,

Procurement Division.

Charles E. Mayette,

United States Housing Authority.

Vincent B. Phelan,

National Bureau of Standards.

A. C. Shire,

United States Housing Authority.

George W. Trayer,

United States Forest Service.

Elsmere J. Walters,

Quartermaster Corps, War Department.

Sterling R. March,

Secretary.

The program is administered and coordinated by the following staflF committee of

the Bureau:

Hugh L. Dryden, Chairman

P. H. Bates W. E. Emley A. S. McAllister

H. C. Dickinson G. E. F. Lundell H. S. Rawdon

The Forest Products Laboratory of the United States Department of Agriculture

is cooperating with the National Bureau of Standards in studies of wood constructions.

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1

UNITED STATES DEPARTMENT OF COMMERCE • Daniel C. Roper, Sccreta NATIONAL BUREAU OF STANDARDS • Lyman J. Briggs, Director

BUILDING MATERIALS

and STRUCTURES

REPORT BMS5

Structural Properties of

Six Masonry Wall Constructions

by HERBERT L. WHITTEMORE,

AMBROSE H. STANG, dud

DOUGLAS E. PARSONS

ISSUED NOVEMBER 21, 1938

The National Bureau of Standards is a fact-finding organization;

it does not "approve" any particular material or method of conUNITED STATES GOVERNMENT PRINTING OFFICE • WASHINGTON • I938

FOR SALE BY THE SUPERINTENDENT OF DOCUMENTS, WASHINGTON, D. C. • PRICE If CENTS

struction. The technical findings in this series of reports are to be construed accordingly.

I
Foreword

Masonry Constructions utilizing brick, structural clay tile, and concrete units have

been used for houses for many years and the behavior of such constructions in service

is well known. Data on the structural properties of these constructions obtained in a

series of standardized laboratory tests enable comparisons to be made with the structural

properties of newer types of constructions.

This report gives the load-deformation relations and strength of these well-known

constructions when subjected to compressive, transverse, concentrated, impact, and

racking loads by standardized methods described in detail in report BMS2, Methods of Determining the Structural Properties of Low-Cost House Constructions The results of these laboratory tests show the ability of such constructions to resist compressive

loads far greater than those likely to be encountered in actual house construction.

They also show how the compressive strength and other properties may be influ- enced by changes in materials and workmanship, and provide data which may be compared with service behavior for estimating the limiting strengths for acceptable

performance.

Lyman J. Briggs, Director.
Structural Properties of Six Masonry Wall Constructions

by HERBERT L. WHITTEMORK, AMBROSE H. STANG, and

DOUCLAS E. PARSONS

CONTENTS

VII WaU ^B—Continued. Page

II 6. Racking load

T

1. VIII. Wall AC

T r 11. 2 1. Description

m.TTT Specimens and tests 2. Compressive load . . . 11 TV1 V . QO

1. Brick 3 4. Concentrated load . . . . . 12

(a) High-strength brick . . 3 12

(b) Medium-strength brick 6

2. Tile QO IX.

3. Block A4

4. Mortar 4 2. Compressive load . . . . . 13

(a) Cement A4 o. transverse load . . . . . . 13

(b) Lime 4 4. Concentrated load . . . . . 16

5 5. Impact load . . 16

(d) Mix o

(1) Cement mortar . . 5 X. Wall AE 16

(2) Cement-lime mortal- 5 16

V. 5 2. Compressive load . . . 21

VI. Wall AA 6 21

1. Description 6 4. Concentrated load . . . 21

2. Compressive load 6 5. Impact load 21

3. Transverse load 8 25

4. Concentrated load 8 XI. Wall AF 25

5. Impact load 8 , . 25

6. Racking load 8 2. Compressive load . . . 25

VII. Wall AB 9 . . 27

1. 9 4. Concentrated load . . . 27

2. Compressive load 9 5. Impact load . . 27

3. Transverse load 10 6. Racking load 29

4. Concentrated load 10 XII. Comments 29

5. 10 XIII. . . 29

ABSTRACT

For the program on the determination of the structural properties of low-cost house constructions, the Masonry Construction Section of the National Bureau

of Standards built specimens representing si-x masonry

wall constructions as follows: High-strength brick, cement mortar, excellent workmanship; mediumstrength brick, cement-lime mortar, commercial workmanship; medium-strength brick, cement-lime mortar,

excellent workmanship; structural clay tile on end,

cement-lime mortar, excellent workmanship; structural

clay tile on side, cement-lime mortar, excellent workmanship; and stone-concrete block, cement-lime mortar,

excellent workmanship.

The specimens were subjected to compressive, transverse, concentrated, impact, and racking loads. For most of these loads three like specimens were tested. The deformation under load and the set after the

load was removed were measured for uniform incre- ments of load up to the maximum load, except for concentrated loads, for which the set only was

determined. The results are presented graphically and

in a table.

[11
1. INTRODUCTION

In the Program in which the National Bureau

of Standards is now engaged to determine the

structural properties of low-cost house constructions, an important step is the determination

of the properties of some constructions for which

the behavior in service is generally known.

Those selected for this purpose are masonry

constructions, utilizing brick, structural clay

tile, and stone-concrete block which form the

subject of this report, and wood-frame construction, which has been studied by the Forest

Products Laboratory of the United States Department of Agriculture, and which will be

the subject of a subsequent report in this series. The strength of masonry construction is dependent on a great many variables. In brick

construction, for example, the principal variables are the type of brick, t5"pe of mortar, and

workmanship, but some of the strength properties depend on other factors. Furthermore, it is practically impossible to determine which

construction may be regarded as conventional

or typical, because typical constructions vary

in different parts of the country as well as with

the individual contractors in their respective

localities. It was decided not to devote a large amount

of effort to testing familiar types of construction. Therefore, six constructions only were

selected, three of brick, two of structural clay

tile, and one of stone-concrete block. In the

brick constructions, two types of brick, two

types of mortar, and two types of workmanship

were used in an effort to determine the probable

range of properties which might be expected in

good practice. It is probable that the highest

practical strength has been approached in one

of the constructions. However, if brick, mortar,

and workmanship are poor, values much lower

than those found in these tests will be obtained.

The construction consisting of medium-strength

brick, cement-lime mortar, and commercial

workmanship is believed to be as nearly

"typical" as can be obtained without extensive

field investigations of current practices.

In the laboratory, the specimens were subjected to compressive, transverse, concentrated,

impact, and racking loads to simulate loads to which the walls of a house are subjected. In

actual service, compressive loads are produced

by the weight of the roof, second floor and

second-story walls if any, furniture, and snow

and wind loads on the roof. Transverse loads

are produced hj the wind; concentrated and impact loads by furniture, or accidental contact

with heavy objects; and racking loads by the

action of the wind on adjoining walls. The deflection and set under various loads were determined, as well as the strength, since

these properties are equally important, and,

with some types of construction, are the significant factors in determining whether or not

the performance is satisfactory.

II. SPONSOR

The Specimens were built by the Masonry

Construction Section of the National Bureau

of Standards.

The compressive and transverse strengths

of some of these constructions have been

determined in previous investigations, but few

data are available on the other structural

properties. These constructions were included

in this program not only to obtain this information, but also to provide data for comparing

the structui'al properties of other constructions

which have not been widely used for liouses.

III. SPECIMENS AND TESTS

The Specimens were built by an experienced mason employed by the Bureau and working

under immediate supervision.

The constructions were assigned symbols in accordance with table 1, and the specimens were assigned designations in accordance with

table 2. Table 1.

Construction symbols

Construction symbol

Masonry unit Mortar Workmanship

AA High-strength brick Cement- Excellent. AB Medium-strength brick. Cement-lime.. C ommercial. do Excellent. AD Structural clay tile on end. do Do. AE Structural clay tile on side. do Do. AF Stone-concrete block do Do.

[2]
I

Table 2.

Specimen designations

Specimen designation

CI, «, C3_.

Tl, T2, TSII, II IS...

Rl. R2. RS..

Ldiid

Compressive- Transverse. -- Concentrated Impact—

Racking

Load applied

Upper end.

Eitlier face. Do. Do. Near upper end.

» These specimens were undamaged portions of tlie specimens used

for the transverse or impact tests.

The specimens were tested in accordance

with BMS2, Methods of Determuiing the

Structural Properties of Low-cost House Constructions.^ The tests were begun November

9, 1937, and completed March 10, 1938. The

specimens were tested 28 days after they were

built. For the transverse and impact loads, only

three specimens were built because the speci- mens were symmetrical about a vertical plane

midway between the faces, and the results for transverse and impact loads applied to one

face of the specimens should be identical with

those obtained by ap|)iying tlie loads to the

other face. The concentrated loads were apl)lied to only three specimens, because the

inside and outside faces of the specimens were

similar. IV. MATERIALS

1. Brick

(a) Iligh-Strerigth Brick

The high-strength bricks wei'e obtained

from the United Clay Products Co. and were made in Martinsburg, W. Va. The bricks were

of shale formed by the stiff-mud side-cut process. The average dimensions were 8.15 by 3.75 by

2.30 in. (about 8/8 by 3% by 2^6 in). The

physical properties, given in table 3, were

determined in accordance with the American

Society for Testing Materials Standard C67-

37,^ so far as this standard was applicable.

When laid, the bricks were air-dried. The

absorption for 1-min partial immersion was

determined for two bricks taken about every

30 min from the mason's scaffold.

Tabli5 .3.

Phi/sicdl iiropcriies of hrick

Brick Compressive strength

Modulus

of rupture

Water absorption

24-hr cold, C

j-hr boil, B

Ratio CIB

1-min partial immersion »

Dry As laid

Weight, dry

nigh-strength Medium-strength _

lb/in. 2

17, 600

2, 670

Ib/in.2 2,275

550

g/'brick g/brick

1.9 n.:i

3. 45

1.5. 1

0. 53 .74

lb/brick

5. 85

4. CI

» Immersed on flat side in li, in. of water. Absorption in grams per bricl

(6) Medium-Strength Brick

The mediimi-strength bricks were obtained

from the Hydraulic Press Brick Co. and were made in Baltimore, Md., by the Baltimore

Brick Co. The bricks were of clay, formed in

sanded molds by the soft-mud process. The

average dimensions were 8.05 by 3.70 by 2.25

in. (about SKe by B^Ke by 2)i in). Between 25

and 30 percent of these bricks had frogs (depressed panels) on one side. The frogs were

e^Ke by 1%6 by in. and had the name Homewood in raised letters. When laid the bricks were damp. The absorption for 1-min partial

' Price 10 cents. See cover p. II.

immersion was determined for two bricks taken

about every 30 min from the mason's scaffold.

2. Tile

The structural clay tiles were obtained from

the National Fireproofing Corporation and

were made in Magnolia, Ohio. The tiles had

six cells, as shown in figure 1, and were intended

to be laid either on end or side. The average

dimensions were 8.01 by 12.08 by 12.14 in. (about 8 by 12/6 by 12/s in). The physical

properties given in table 4 were determined

in accordance with the American Society for

2 Am. Soc. Testing Materials Supplement to Book of ASTM Stand

ards, p. 78-82 (1937).

I
Figure 1.

Structural clay tile.

Testing Materials Standard Cl 12-36 ^ so far as this standard was applicable. Wlien laid

the tiles were air-dried.

Table 4.Physical properties of tile

[Each value is the average for 10 specimens]

Thickness of

face

shell, mini- mum

Ratio width of

cell to

over-all thickness

of bear- ing shell

Compressive strength Water absorption

Weight., dry Load applied

to end Load

applied

to side

24-hr cold1-hr

boi!

lb/in.2 lb/in.

lb/in.2 gross gross

in. net area area area % % Ib/tilc 0.50 4.03 9, 510 3, 540 1,590 3.9 5.6 35.4

3. Block

The stone-concrete blocks were made by the

Cherrydale Cement Block Co., Arlington, Va.

The blocks had two cells, as shown in figure 2. The average dimensions were 7.81 by 11.50 by

7.66 in. (about 7^%^ by 11}^ by 7'}{6 in). The

physical properties given in table 5 were determined in accordance with the American Society

3 Am. Soc. Testing Materials Standards pt. II, 1S3-18() (1936).

for Testing Materials Standard C90-36 ^ so far as this standard was applicable.

Table 5.

Physical properties of block

[Each value is the average for 10 specimens]

Thickness of face shell, minimum

Coinpressi strengt h Water absorption,

24-hr cold Weight, dry

lb/in. a net lb/in. 2 gross lb/ft3 of

in. area area concrete lb/block

1. 2.^ 2,0.50 1,190 10.1 29. 4

4. MOHTAU

(a) Cement

The cement was Medusa Cement Company's

"Medusa" portland cement. The cement con- formed to the requirements of Federal Specification SS-C-191a for fineness, soundness, time

of set, and tensile strength.

(6) Lime

The lime putty was made by slaking powdered high-calcium quicklime. The quicklime was Standard lime and Stone Company's

"Wasliington." The putty contained about 40

percent of dry hydrate and had a plasticity of over 600, measured in accordance with Federal

Specification SS-L-351.

< Am. Soc. Testing Materials Standards pt. II, hW 171 (l»3ii).

Figure 2.

Stone-concrete block.

[i]
(c) Sand

The sand was dry Potomac River building

sand. The sieve analysis of the sand is given

in table 6.

Table 6.Sieve analysis of sand

Sieve number,

U. S. Standard

Passing, by

weigiit Sieve number,U. S. Standard

Passing, by

weight

Percent Percent

8 100 50 19

1() 9R ]0() 2 30 81 201} 1

(d) Mix

(1) Cement mortar.—The cement mortar was

1 part cement, 0.11 part hydrated lime, and

2.6 parts dry sand, by weight. The proportions by volume were 1 part cement, 0.25 part

hydrated lime, and 3 parts loose damp sand,

assuming that portland cement weighs 94 Ib/lV,

dry hydrated lime 40 Ib/ft^ and 80 lb of dry

sand is equivalent to 1 ii^ of loose damp sand.

(2) Cement-lime mortar.—The cement-lime

mortar was 1 part cement, 0.42 part hydrated

lime, and 5.1 parts dry sand, by weight. The

proportions by volume were 1 part cement,

1 part hydrated lime, and 6 parts loose damp

sand.

Table 7.Pht/sical properties of the mortars

Construction symbol Kind of mortar

Water

content, by weight

of dry

materials.

Flow

Compressive

strength

Air

storage Water

storage

AA Cement %

19.6 23.3 23.2

23.1 23.2

23.2

%

113 107

106 110

113

107

lb/in.2 1,390 440

465

465

500 445

lb/in.

3,220

640

640

630

646

630

AB Cement-lime AC- — do AD..-. do AE do AF. do

The mortars were proportioned by weight

and mixed in a batch mixer having a capacity

of about 2/3 ft^. The amount of water added

to the mortars was adjusted to the satisfaction

of the mason. Samples were taken from every

fifth or sixth batch of mortar, the flow determined in accordance with Federal Specification

SS-C-181a, and six 2-in. cubes made. Three

cubes were stored in water at 70° F and three

stored m air on the specmieri, Tlie compressive

strength of the cubes was determined on the

day the corresponding wall specimen was

tested. The physical properties of tlie mortars

are given in table 7.

V. FABRICATION DATA

The Fabrication Data are given in tables 8. The time required for the construction of the

first three specimens was not used in comFiGURB 3.

Four-foot brick-wall specimen.

AA, high-strength brick, cement mortar, excellent workmanship;

AB, medium-strength brick, cement-lime mortar, commercial workmanship; and AC, medium-strength brick, cement -lime mortar, excellent workmanship.

[5]
in figure 3, and cement mortar. There were

alternately five stretcher courses of bricks and

then a header course. The 4-ft wall specimens were 8 ft 2 in. liigh, 4 ft 0 in. wide, and 8}^ in. thick. The 8-ft wall specimens were 8 ft 3 in. high, 8 ft 0 in. wide, and 8%^, in. thick. All the joints were completely filled with

mortar. The bed joints were level. The head

and collar joints were filled by buttering heavily

the ends of bricks laid in the facing and both

the ends and sides of bricks laid in the backing.

The mortar was applied to the bricks by scraping the trowel against the lower edges, and unfilled portions of the joints were filled by slushing mortar from above. The joints were cut

flush with the faces of the specimens.

The estimated price of this construction was

$0.58/ft-.

2. Compressive Load

The results for wall specimens AA-Cl, C2,

and C3 are shown in table 9 and in figures 4 and 5.

Tahi 10 9. —,Slriicliir(il pnipcriicii of mufioiu-ii wall anidrucliorku AA, AB, AC, AD, AE, (vnd AF

Construction symbol Weight

I.oacl

Compressive" Transverse *> Concentrated Impact'' Racking

Desig- nation

Maxi- mum

load

Desig- nation

Maxi- mum

load

Desig- nation

Maxi- mum

load

Desig- nation

Maxi- mum

height

of drop

Desig- nation

Maxi- mum

load

AA

Ih/tt 2 face area

'M>. 0

1(7

kips/rt 249

378 344

77

lb/ft 2 115 120

140

PI

lb

<: 1, OOO

' 1, 000

' 1, 000

/;.-

ft

7. 5

5. 5 6.5

Rl

kips/ft

' 6. 25

'0. 25

(') \C2 rt P$

PS

12 m

AvoniRp...

\c$ TS 13

324 125 « 1,000 6.5 ' 0. 25

AB ____ 73.9

|C2 63. 2

62. 5 05.8

Tl 53.3 38.0

52. 3

PI ' 1, 000

' 1. 000

' 1, 000

// 3.0 3.0

2.5

Rt '6. 25 '6.25

' 6. 25 \C2 T'?. P2 K R2

Average.- _--

\cs T3 PS IS RS

60.5 47.9 ' 1,000 2.8 '6. 25

AC __. 78.9

90. 5 110.0

102. 5

77 85.0

80.0

81.7

PI « 1,000

' 1, 000

' 1, 000

11 4.0

3.5

3.5

Rl «6. 25

'6. 25

(«) T2 P'2 12 R2

Average

\C3 TS PS JS

101.0 82.2 ' 1, 000 3.7 ' 6. 25

AD 42.6

Ic/ 49. 1 51.2

45.0

Tl 41.3

35.0

39.8

PI « 1, 000

' 1, 000

' 1,000

11 1.0 1.0 1.5

Rl 4. 01

3. 56 4.50 \C2 T2 P2 12 R2

Average.- - .-.

Ics TS PS IS RS

48.4 38.7 " 1, 000 1.2 4. 02

See footnotes at end of table.

putmg the values of the mason's time given

in -^ e table, because the mason was not

familiar with the working conditions.

Table 8.

Fabrication data

Construction symbol

Thickhgss of bed

joints

Masonry

units

Mortar materials Miason's time Cement,

dry

I/ime, drySand, dry

in. f No./ft2 « lb/ft

» lb/ft 2 " lb/ft 2 hr/f!2 AA 0. 398 12.6 6. 37 0. 70 16. .'"iS 0. 161 AB .447 12.6 2. 72 1. 14 13. 85 . 110 AC. .446 12.6 3.38 1. 44 17. 26 . 165 AD .326 0. 915 1.44 0. 61 7. .35 .047 AE. .443 .917 1. 11 .47 5. 69 .047 AF. .441 1.47 1.48 . 62

> Face area of specimen.

VI. WALL AA

1. Description

The specimens were built with high-strength

bricks laid in common American bond, as shown

[6 ]
'J'able 9.

Structural properties of masonnj wall constructions AA, AB, AC. AD, AE, and AF—Contiiiiicfl

Construction symbol Wcisjht

Compressive « Transverse Concentrated Impact » Hacking

1 )(^sifr- nsition

Maxi- mum

load

Desifi- nation

Ma.xi- mum

load

Des'g

nation

Maxi- mum

load

Desig

nation

Maxi- hMght

of drop

I.»Oi>Ig- nation

Maxi- mum

load

AE _--

lb/ft 2 face area

38.

\ci

kips/ft

23. 7 27.5 27.977

lb/ft ' 68.0

76.8 56.8

PI

lb

' 1, 000

' 1, 000

' 1, 000

//

ft

2. 5 1.6

1.5

Rl

kips/ft 4.25

3.56 3.42 'n P2 U

Average.

\C3 rs PS IS RS

26.4 63.9 = 1, 000 1.8 3.74

AF hi. 5 1" -— 41.2

38.8

38.2

Tl 29.6 36.7 36.7

PI ' 1, 000

« 1, 000

' 1, 000

// 1.6

1.5

1.0

Rl. 3.49

3.05

3.00 \C2 T2 P2 n R2

Average.

\cs T3 PS m RS

39.4 34. 3 ' 1, 000 1.3 3. 18

" Load applied at one-third the thickness of the specimen from the inside face.

' Span 7 ft G in. Specimen did not fail.

' A third racking specimen was not built.

240

%200

Q

0

9 —»

(

—•

-o-

• —o- —

Q

-•—

( ) CO—

1

1

•

1u

Y

0 0.02 DM 0.06

shortening in.

Figure 4.

Compressive load on wallAA.

Load-shortening and load-set results for specimens AA-Cl, C2, and

C3. Load applied at one-third the thickness of the specimen from the

inside face. The loads are in kips per foot of actual width of specimen. The shortenings and sets are for a height of 8 ft. They were computed

from the \ alues obtained from the compressometer readings. The gage

length of the compressometers was 7 ft 2 in.

240

160^

0

•

-•—

ft r

Q

D

}

w v. )

CDr

%

0 0.2 0.4 0.6

/aferal c/ef/eciion in. Figure 5.

Compressive load on loall AA.

Load-lateral deflection and load-lateral set results for specimens AA-Cl,

C2, and C3. Load applied at one-third the thickness of the specimen

from the inside face. The loads are in kips per foot of actual width of specimen. The deflections and sets are for a gage length of 7 ft 2 in., the gage length of the deflectometers.

81543°—38- [7
80^

\ 20

»

1

1

\ AA 0 0.2 OA

def/ecifon

Figure 6.Transverse load on wall AA.

0.6

in.

Load-deflection and load-set results for specimens AA- Tl , Ti, and TS

on the span 7 ft 6 in. The deflections and sets are for a gage length of 7 ft 4 in., the gage length of the deflectometers.

Specimens CI and C3 failed by i-upture of

the collar joints and breaking of the headers

midway betwesn the faces. Specimen C2 col- lapsed suddenly, probably after the collar joints and headers broke.

3. Transverse Load

The results for wall siJecimens AA-Tl , T2,

and T3 are shown in table 9 and in figure 6. Each of the specimens failed by rupture of

the bond between the bricks and the mortar at a bed joint between the loading rollers. In each cose the failure occurred at a joint between

a header course and a stretcher course.

4. Concentrated Load

The results for wall specimens AA-Pl, P2,

and PS are shown in table 9 and in figure 7.

There was no measurable indentation for any of the specimens after a load of 1,000 lb had been applied.

5. Impact Load

The results for wall specimens AA-Il, 12,

and 13 are shown in table 9 and in figure 8. Each of the specimens failed by rupture of the bond between the bricks and the mortar

at a bed joint near midspan. For specimens

12 and 13 the failure occurred at a joint between a header course and a stretcher course.

6. Racking Load

The I'esults for waU specimens AA-Rl and R2

are shown in table 9 and in figure 9. There was no measurable set for either of

the specimens after a load of 50 kips (50,000

lb) had been applied. A tMrd racking specimen was not built because for specimens Rl

soo

I

200

0

•

•

•

•

••

•

••

•

• ' AA 0 0.02 0.04. 0.06

indeniaiion in.

Figure 7.

Concentrated load on wall AA.

Load-indentation results for specimens AA-Pl, P2, and P3,

[8]
and R2 the deformation and set were very small

for a load of 50 kips.

VII. WALL AB

\. Desckiption

The specimens were built with mediumstrength bricks laid in common American bond,

as shown in figure 3, and cement-lmie mortar.

There were alternately five stretcher courses of

bricks and then a header course. The 4-ft wall specimens were 8 ft 2 in. high, 4 ft 0 in. wide, and SKs in. thick. The 8-ft wall speci- mens were 8 ft 2 in. high, 8 ft 0 in. wide, and

SKe in. thick.

The joints were not completely filled with

mortar. The bed joints were furrowed, the

collar joints were left open, as shown in figure

10, and only the outside of the head joints was

filled by lightly buttering the outer edges of

10

8

0

• o

i\—DL o

<*• o

«C 0-

It

0 0.2 OA 0.6

def/ecHon in

Figure 8.

Impact load on wall AA.

Height of drop-deflection and heigtit of drop-set results for specimens

/2, and /3 on the span 7 ft 6 in.

6

oo

ao4 cx>

v5i

CD—

2 C» Q

/ op

0

CDAA 0 02 OA 0.6

c/eforma//on in.

Figure 9.Racking load on wall AA.

Load-deformation and load-set results for specimens AA-Rl and R2. The loads are in kips per foot of actual width of specimen. The deformations and sets are for a heiglit of 8 ft. They were computed from the

values obtained from the measuring-device readings. The gage length

of the vertical measuring device was 7 ft 0 in. The gage length of the

liorizontal measuring device was C ft 0 in.

the bricks. The joints were cut flush with the

faces of the specimens.

The estimated price of this construction was

$0.38/ft^

2. Compressive Load

The results for wall specimens AB-Cl, C2,

and C3 are shown in table 9 and m figures 11 and 12. Each of the specmiens failed by breaking of

the headers midway between the faces. In

addition, for specimen CI a few stretchers

cracked near the upper end of the specimen,

and for specimen C2 a few stretchers cracked on the inside face and bricks in two courses near the upper end crushed.

[9]
FiCiUKE 10.- -Wall specimen AB-Tl

load.

under transverse

3. Transverse Load

The results for wall specimens AB~T1, T2,

and T3 are shown in table 9 and in figure 13. Each of the specimens failed by rupture of

the bond between the bricks and the mortar at a bed joint between the loading rollers. In each case the failure occurred at a joint between

a header course and a stretcher course.

4. Concentrated Load

The results for wall specimens AB-Pl, P2,

and P3 are shown in table 9 and in figure 14. The indentations after a load of 1,000 lb had

been applied were 0.002, 0.000, and 0.013 in. for specimens Pi, P2, and PS, respectively,

nnd no other eftect was observed.

.'). Impact Load

The results for wall specimens AB-Il, 12,

and 13 are shown in table 9 anfl in figure 15.

Each of the specimens failed l)y rupture of a bed joint near midspan. For specimens 12

and IS the failui-e occurred at a joint between a

lieader course and a stretcher course.

0. Racking Load

The results for wall specimens AB-Rl , R2,

and R3 are shown in table 9 and in figure 16. The set after a load of 50 kips had been

applied was less than 0.03 in. for each of the

specimens and no other effect was observed.

VIII. WALL AC

1. Description

The specunens were built with mediunistrengtli biicks laid in common American bond,

40

0

• L • O

• 0

• 0

o—

• o •

• c ) D

{

1 /

5 i/

1

t J

y

AB

0 OM 0.08

shortening

0.12

in.

Figure 11.Compressive load on wall AB.

Load-.shortening and load-set results for specimens AB-Cl, C2, and

C3. Load applied at one-third the thickness of the specimen from the

inside face. The loads are in kips per foot of actual width of specimen. The shortenings and sets are for a height of 8 ft. They were computed

from the values obtained from the coinpressometer readings. The gage

length of tlie compressometers was 7 ft 3 in.

10
AB

0 0.2 OA 0.6

h/era/ def/ecf/on in

FiGUKE 12.Compressive load on wall AB.

Load-lateral deflection and load -lateral set results for specimens^B-Cl

,

CB, and CS. Load applied at one-third the thickness of the specimen

from the inside face. The loads are in kips per foot of actual width of specimen. The deflections and sets are for a gage length of 7 ft 2 in., the gage length of the deflectometers.

as shown in figure 3, and cement-lime mortar.

There were alternately five stretcher courses of

bricks and then a header course. The 4-ft wall specimens were 8 ft 3 in. high, 4 ft 0 in. wide, and SjU in. thick. The 8-ft wall

specimens were 8 ft 2 in. high, 8 ft 0 in. wide,

and 8}^ in. thick.

All the joints were completely filled with

mortar. The bed joints were level. The head

and collar joints were filled by buttering heavily

the ends of bricks laid in the facing, and both

the ends and sides of bricks laid in the backing.

The mortar was applied to the bricks by scraping the trowel against the lower edges, and

unfilled portions of the joints were filled by

slushing mortar from above. The joints were

cut flush with the faces of the specimens.

Tlic estimated price of this construction was

$0.51 /ft^. 2. Compressive Load

Tlic results for wall specimens AC-C'l , C2,

and CS are shown in table 9 and in figures 17 and 18. Each of the specimens failed by cracldng of the collar joints and breaking of some of the

headers midway between the faces. In addition

,

for specimens CI and C2 a few stretchers

cracked, and for specimens C2 and C3 several courses of bricks fell from the facing at the

upper ends of the specimens.

3. Transverse Load

The results for wall specimens AC-Tl, T2,

and TS are shown in table 9 and in figure 19. Each of the specimens failed by rupture of

either the mortar or the bond between the

60

50^

40

\30

I

20

I

10^

0

D

D

D

O

/)B

0 O.Z 0.4 0.6

c/ef/ecf/bn h.

Figure 13. —Transverse load on wall AB.

Load-deflection and load-set results for specimens AB-Tl, Ti, and TS

on the span 7 ft 6 in. The deflections and sets are for a gage length of 7

ft 4 in., tlie gage length of the deflectometers.

[11]
1000^

800'

\

^600'

\400

\200

8

{ A 1

/

S

1

1

I

1

1

1

1 »

1 A...... - 0 0.02 0.04 0.06

inden-fa/ion in

Figure 14.

Concentrated load on wall AB.

Load-indentation results for specimens AB-Pl, P2, and PS.

bricks and the mortar at one or more bed

joints between the loading rollers. For speci- mens T2 and T3 the failure occurred at a joint

between a header course and a stretcher course.

4. Concentrated Load

The results for wall specimens AC-PI, P2,

and P3 are shown in table 9 and in figure 20. The indentations after a load of 1,000 lb had

been applied were 0.002, 0.000, and 0.001 ha. for specimens PI, P2, and PS, respectively,

and no other effect was observed.

5. Impact Load

The residts for wall specimens AG-Il, 12,

and 13 are shown in table 9 and in figure 21. Each of the specimens failed by rupture of a bed joint near midspan. For specimens II and

12 the failure occurred at a joint between a header course and a stretcher course.

6. Racking Load

Wall specimen AC-Bl under racking load

is shown in figure 22. The results for wall

specimens AC-Rl and B2 are shown in table

9 and in figure 23. The sets after a load of 50 kips had been

applied were 0.000 and 0.010 in. for specimens

Rl and R2, respectively, and no other effect was observed. A third racking specimen was

not built because for specimens Rl and R2 the

deformation and set were very small for a load

of 50 kips.

IX. WALL AD

1. Description

The specimens were built with structural clay

tiles laid on end, as shown in figure 24, and

cement-lime mortar. The head joints were

3

4

5

2

h

0

—

—

(

)—

D

' J

f

AB

0 0.2 OA 0.6

deflecifon in. Figure 15.

Impact load on wall AB.

Height of drop-deflection and height of drop-set results for specimens AB-Il, 12, and IS on the spaQ 7 ft 6 in.

[12]
deformafion in

Figure 16.Racking load on wall AB.

Load-deforinatioii and load-set results lor specimens AB-Rl, R2, and

RS. The loads are in kips per foot of actual width of specimen. The

deformations and sets are for a height of 8 ft. They were computed from

the values obtained from the measuring-device readings. The gage

length of the vertical measuring device was 7 ft 0 in. The gage length

of the horizontal measuring device was 6 ft 0 in.

staggered by iisiiig cut stretcbei's at the ends

of alternate courses. The 4-ft wall specimens were 8 ft 4 in. high, 4 ft 2}^ in. wide, and SKs in. thick. The 8-ft wall specimens were 8 ft 4 in. high, 8 ft 4 in. wide, and SKe in. thick. All the joints were completely filled with

mortar. The bed joints were made by heaping

mortar on all shells and webs and the head

joints were formed by spreading mortar over

the entire side of the tiles before placing. The

joints were cut flush with the faces of the

specimens.

The estimated price of this construction was

$0.32/ft2.

2. Compressive Load

The results for v/all specimens AD-Cl, C2,

and C3 are shown in table 9 and in figures 25

and 26.

Each of ti)o specimens failed by crusliin^- (if one or more of tJic bed joints Jiear tbe Inside

face. In addition, for specimen C2 tbere were two vertical cracks through some of tbe tiles and joints on the outside face, and for specimen

C3 the sbell of one tile broke on the inside face near the upper eiul of the specimen.

3. Transverse Load

The results for wall specimens ^W-Tl, T2,

and T3 are shown in table 9 and in figure 27. Each of the specimens failed by rupture of

either the mortar or the bond between the tiles and the mortar i\t a bed joint between the

loading rollers.

120

0 0.04 0.08 0.12

shorien/ng in.

Figure 17.

Compressive load on wall AC

Load-shortening and load-set results for specimens AC-Cl, C2, and

CS. Load applied at one-third the thickness of the specimen from the

inside face. The loads are in kips per foot of actual width of specimen. The shortenings and sets are for a height of 8 ft. They were computed

from the values obtained from the compressometer readings. The gage

length of the compressometers was 7 ft 3 in.

[13]
120

80 o-o

»—<pAC

0 0.2 0.4 0.6

hfera/ def/ecfion in.

Figure 19. —Transverse load on wall AC.

Load-deflection and load-set results for specimens AC-Tl, TS, and T3 on the span 7 ft 6 in. The deflections and sets are for a gage length

of 7 ft 4 in., the gage length of the deflectometers.

Figure 18.

Compressive load on wall AC.

Load-lateral deflection and load-lateral set results for specimens AC-Cl,

Ci, and C3. Load applied at one-third the thickness of the specimen

from the inside face. The loads are in kips per foot of actual width of specimen. The deflections and sets are for a gage length of 7 ft 2 in., the aage length of the deflectometers.

/20

100

\60^

I

\

40i

o

•

• 4C

0 0.2 0.4 0.6

def/ecfion in.

[14]
1000^

800^

8 < Ok

1

1

1

1

1

1

1

1m—

11

1•

1

1

1

ft AC

0 0.02 0.04 0.06

inc/en-fa/ion h.

FiGUEE 21.

Impact load on wall AC.

Height of drop-deflection and height of drop-set results for specimens AC-Il, 12, and IS on the span 7 ft 6 in.

Fig LIKE 20.

(Joncenlraled load on wall AC.

Load-indentation results for specimens AC-PI, P2, and PS.

6

5

^ Z

0

«

-o—

o

/IC 0 0.2 0.4 0.6

cfef/ecfion /h.

81543°—38 3 [15]
4. Concentrated Load

The results for wall specimens AD-Pl , P2,

and PS are shown in table 9 and in figure 28. The indentations after a load of 1,000 lb luid been applied were 0.001, 0.000, and 0.000 in. for specimens PI, P2, and PS, respectively, and

no other effect was observed.

5. Impact Load

Wall specimen AD-Il during the impact test

is shown in figure 29. The residts for wall

specimens AD-Il, 12, and IS are shown in table 9 and in figure 30. Each of the specimens failed by rupture of the bond between the tiles and the mortar at a bed joint near midspan.

6. Racking Load

The results for wall specimens AD-Rl , R2,

and US are shown in table 9 and in figure 31. Each of the specimens failed by rupture of the

bed and head joints in stepwise cracks approximately along a diagonal between the point of apphcation of the load and the stop. In addition, for specimen RS the bed joint under the

top course broke across the entire width of the

specimen

Specimen Rl after the rackhig test is shown

in figure 32. The failure by stepwise cracks

through the joints is typical of the failure for both the AD and the AE racking wall speci- mens. X. WALL AE

1. Description

The specimens were built with structural clay

tiles laid on side, as shown in figure 33, and

cement-hme mortar. The head joints were

staggered by using cut stretchers at the ends of alternate courses. The 4-ft wall specimens were 8 ft 4 in. high, 4 ft 2 in. wide, and 8 in. thick. The 8-ft wall specimens were 8 ft 4 in. high, 8 ft 4 in. wide, and 8 in. thick.

[16]
1^

I

2

AC

l''itiUHK 23.

Racking load, on wall AC.

Loiul-defoniiation and load-set results for speciinoiis AC-lil and /{2.

'I'he loads are in kips per foot of actual width of specimen. The deformations and sets are for a height of 8 ft. They were computed from the values obtained from the measuring-device readings. The gage length

of the vertical measuring device was 7 ft 0 in. The gage length of tlie horizontal measuring device was 5 ft 10 in.

0 0.2 OA 0.6

deformation in.

Figure 24.Foar-f.ool structural clay tile-wall specimen AD.

17]
60

%50

50

%2.0

I110

0

• o

• • o o —

0

•

/

1

\(» q

^ y # p

(GD

AD

0 0.02 0.04 0.06

shorfen/ng in.

Figure 26.Compressive load on ipall AD.

Load-lateral deflection and load-lateral set results for specimens ylDCl, C2, and CS. Load applied at one-third the thickness of the specimen from the inside face. The loads are in kips per foot of actual width of specimen. The deflections and sets are for a gage length of 6 ft 3 in., the gage length of the deflectometers.

Figure 25.Compressive load on wall AD.

Load-shortening and load-set results for specimens AD~C1, C2, and

CS. Load applied at one-third the thickness of the specimen from the

inside face. The loads are in kips per foot of actual width of specimen. The shortenings and sets are for a height of 8 ft. They were computed

from the values obtained from the compressometer readings. The gage

length of the compressometers was fi ft 3 in.

60

^

50

55

40

\50

I 20<

0)

8

0

• ( •0)

AD

0 0.2

hfero/

0.4 0.6

def/eciion in.

[18]
60

50

40

^30^

I 20.

\

Co§ 10

0

0

D

(0 0.2 0.4 0.6

def/eci/on in.

Figure 28.Concentrated load on wall AD.

Load-indentation results for specimens AD~Pl, P2, and PS.

Figure 27.—Transverse load on wall AD.

Load-deflection and load-set results for specimens AD-Tl, T2, and TS on the span 7 ft 6 in. The deflections and sets are for a gage length

of 6 ft 3 in., the gage length of the detlectometers.

1000

800^

•

•

•

•

•

• '

••

••0 0.02 0.04 0.06

/ndenh/ior? /h.

19
( /// IJIlct

6

3

4

3

0

—i t— r 4D

0 0.2 04 0£

deflecHon in.

Figure 30.Imyact load on wall AD.

Height of drop-defleetion and height of drop-set results for specimens AD-Il, 12, and 13 on the span 7 ft 6 in.

I

6

5

4

0

• o

r

AD

0 02 0.4 0.6

deformation in.

Figure 31.

Racking load on wall AD.

Load-deformation and load-set results for specimens AD-Rl, R2, and

B3. The loads are in kips per foot of actual width of specimen. The

deformations and sets are for a height of 8 ft. They were computed from

the values obtained from the measuring-device readings. The gage length of the vertical measuring device was 7 ft 0 in. The gage length

of the horizontal measuring device was 6 ft 0 in.

[20]
Figure 32.—Wall specimen AD-Rl

after the racking test.

The load was applied to the right edge near

the upper end of the specimen.

All the joints were completely filled with

mortar. The bed joints were level. The head

joints were made by buttering the ends of all shells and webs. To prevent mortar from dropping off the shells when placing, the tiles were

buttered and then tapped lightly against the

mortar board with the cells in a vertical position. The joints were cut flush with the faces

of the specimens.

The estimated price of this construction was

$0.31/ft^

2. Compressive Load

The results for wall specimens AE-Cl, C2,

and C3 are shown in table 9 and in figures 34

and 35. Each of the specimens faded by breaking of the tiles in the two courses at the upper end of the specimen. In addition, for specimen C3

the inside face of the tiles in a third course broke.

3. Transverse Load

The results for waU specimens AE~T1, T2,

and T3 are shown in table 9 and in figure 36.

Each of the specimens failed by rupture of the

bond between the tiles and the mortar at a bed

joint between or near one of the loading rollers.

4. Concentrated Load

The results for wall specimens AE-Pl , F2,

and PS are shown in table 9 and in figure 37. For specimen PI, the indentation after a load of 1,000 lb had been applied was 0.004 m. and the tile was slightly spallecl where the

load was applied. For specimens P2 and PS,

the indentations after a load of 1,000 lb had

been applied were 0.001 and 0.000 in., respectively, and no other effect was obser\ ed.

5. Impact Load

The results for wall specimens AE-Il, 12,

and IS are shown in table 9 and m figure 38. Each of the specimens failed by rupture

of the bond between the tUes and the mortar

at a bed joint near midspan.

[21]
0 0.0^ 0.04 0.06

shoriening in.

[22]
%20i

/Si

Si

Si

O

0<

o

-

( 4£

0 0.2 0.4 0.8

fofera/ def/ecfion in.

Figure 36.

Transverse load on wall AE.

Load-deflection and load-set results for specimens AE-Tl, T2, and T:1 on the span 7 ft 6 in. The deflections and sets are for a gage length of lift 3 in,, the gage length of the defiectometers.

Figure 35.

Compressive load on. wall AE.

Load-lateral cieOection and load-lateral set results for specimens AECl, and CS. Load applied at one-third the thickness of the specimen

from the inside face. The loads are in kips per foot of actual width of specimen. The deflections and sets are for a gage length of (i ft Sin., the gage length of the delleclonielers.

/20

so

Co

40

20,

0

to

AE

0 0.2 0.4 0.6

deflecfion in
lOOOi

300i

600i

\2OOi

o

1

1

1

1

1

1

1

1•

1•

1•—

AE

0 0.02 OM 0.06

indeniaHon in.

Figure 38.

Impact load on wall AE.

Height of drop-deflection and height of drop-set results for specimens AB-Il, n, and IS on the span 7 ft fi in.

Figure 37.

Concentrated load on wall AE.

Load-indentation results for specimens AE-Pl, P2, and PS,

o

•4:

^ 3

4

3

0

• 0—

HD— • -0

0 0.2 0.4 0.6

def/eciion in.

[24]
3

I

I

3

aer

IIP

cnr

CIDOCCD AE

0.2 OA OB

deformaiion in

Figure 39.Racking load on wall AE.

Load-deformation and load-set results for specimens AE-Rl, E2, and

RS. The loads are in kips per foot of actual width of specimen. The

deformations and sets are for a height of 8 ft. They were computed from

the values obtained from the measuring-device readings. The gage

length of the vertical measuring device was 7 ft 0 in. The gage length of the horizontal measuring device was 6 ft 0 in.

6. Racking Load

The results for wall specimens AE-Rl, R2,

and RS are shown in table 9 and in figure 39. Each of the specimens failed by ruptiu-e

of the bed and head joints in stepwise cracks

approximately along a diagonal between the

point of application of load and the stop. In

addition, for specimen Rl , several tiles broke.

XI. WALL AF

\. Description

The specimens were built with stone concrete

blocks and cement-lime mortar as shown in figure 40. The head joints were staggered

by using cut stretchers at the ends of alternate

courses. The 4-ft wall specimens were 8 ft

I in. high, 4 ft 0 in. wide, and 7'-X(; i". Lliick, except for specimens Tl, T2, T3, and IS,

which were 8 ft 9 in. high. The 8-ft wall

specimens were 8 ft 1 in. high, 8 ft 0 in. wide,

and 71^6 in. thick. All the joints were completely filled with

mortar. The bed joints were made by heaping

mortar over all shells and webs and the head

joints were formed by spreading mortar over

the entire end of the block before plncing.

The joints were cut flush Avith the faces of the

specimens.

The estimated price of this construction was

$0.30/ft '\

2. Compressive Load

Wall specimen AF-Cl under compressive

load is shown in figure 41. The results for wall specimens AF-Cl, C2, and C3 are shown

in table 9 and in figures 42 and 43.

Figure 40.

Four-foot stone-concrete block tvall STpecimen AF.

[25]
Figure 41.

Wall specimen AF—Cl under compressive

load.

60

40

Figure 42.

Compressive load on wall AF.

Load-shortening and load -set results for specimens AF-CI, C2, and C3. Load applied at one-third the thiclcness of the specimen from the inside

face. The loads are in kips per foot of actual width of specimen. The

shortenings and sets are for a height of 8 ft. They were computed from

the values obtained from the compressometer readings. The gage length

of the compressometers was 6 ft 9 in.

[26]
60

^

50

<w

•I

8

20

10

0

1

[

D

0 0.2 04 0.6

hfera/ def/ecfion in

Figure 43.Conipressive load on ivall AF.

Load-lateral deflection and load-lateral set results for specimens j4J'-Ci,

CS, and C3. Load applied at one-third the thickness of the specimen

from the inside face. The loads are in kips per foot of actual width of specimen. The deflections and sets are for a gage length of 6 ft 9 in., the gage length of the deflectometers.

Specimens CI and C3 failed by cracking of

the blocks near the upper end of the specimens.

The cracks occurred on one edge and on the

inside face of the specimens. Specimen C2

failed by cracking of the blocks on one edge,

crushing of a bed joint, and breaking of the

inside face of the blocks in one course near the

upper end of the specimen.

3. Transverse Load

The results for wall specimens AF-Tl, T2,

and T3 are shown in table 9 and in figure 44. Specimen Tl failed by rupture of both the

mortar and the bond between the blocks and the

mortar at a bed joint near one of the loadingrollers. Specimen T2 failed by rupture of the

bond between the blocks and the mortar at a bed joint near one of the loading rollers, and

s[)ecimen T3 failed by ruptufc of tiie txmd

between the blocks and tlie mortar at a t)ed

joint between the loading rollers.

4. Concentrated Load

The results for wall specimens AF-Pl, F2,

and P3 are shown in table 9 and in figure 45. The indentations after a load of 1,000 lb had been applied were 0.000, 0.004, and 0.002

in. for specimens PI, P2, and P3, respectively,

and no other effect was observed

5. Impact Load

The results for wall specimens AF-Il, 12, and

13 are shown in table 9 and in figure 46. Each of the specimens failed by rupture of the

mortax at a bed joint in the middle half of the

specimen.

60

^ 50

40

\30

\20

i

10^

0

3-

I

/IF 0 0.2 0.4 0.6

c/ef/ecf/on in.

Figure 44.—Transverse load on wall AF.

Load-deflection and load-set results for specimens AF-Tl, T2, and TJ

on the span 7 ft 0 in. The deflections and sets are for a gage length of 7 ft 5 in,, the gage length of the deflectometers.

[27]
1000

dOO

^600

X

I

\200

8

f <»

1

•

<m—

m—

•

m AF

0 0.02 0.04 O.Od

/ndeniofion in.

Figure 46.Impact load on wall AF.

Height of drop-deflection and heiglit of drop-set results for specimens AF-Il, 12, and IS on the span 7 ft 6 in.

Figure 45.Concentrated load on wall AF.

Load-indentation results for specimens AF-Pl, P2, and P3.

8

5

4.

^

3

2

—o-

'n

—o-

)—

(

)

AF

0 0.2 0.4 0.6

defleciion in.

[28]
f

4

3

2

0

0 02 OA 0.6

o/eformafion in.

Figure 47.Racking load on wall AF.

Load-deformation and load-set results for specimens AF-Rl, R2, and

R3. The loads are in kips per foot of actual width of specimen. The

deformations and sets are for a height of 8 ft. They were computed from

the values obtained from the measuring-device readings. The gage

length of the vertical measuring device was 7 ft 0 in. The gage length of the horizontnl measuring device was 6 ft 0 in.

6. Racking Load

The results for wall specimens AF-Rl, R2,

and R3 are shown in table 9 and in figure 47.

Specimen Rl faUed by rupture of the bond

between the blocks and the mortar in stepwise

cracks through the bed and head joints approximately along a diagonal between the point of

application of load and the stop. Two blocks were broken at the lower end of the specimen

near the edge at the stop. Specimens R2 and

R3 failed by rupture of the bed and head joints

in stepwise cracks approximately along a diagonal between the point of application of

load and the stop. In addition, a few blocks near the point of application of load cracked.

XII. COMMENTS

It Is Customary when building houses of these

constructions to finish the inside face of the

walls either by applying wood furring strips,

lath, and plaster, or by applying the plaster

directly to the wall. These specimens were not

finished in either of these ways; therefore, tlie structural properties given in this report may

not be exactly the same as the structural

properties of the corresponding construction as customarily finished in a house. It is believed

that the difference, if any, is so small, except for concentrated loads and possibly impact loads,

that the structural properties given in this report may be considered as the structural

properties for the corresponding construction

whatever the finish on tlie inside face.

The experimental data in this report were

obtained from tests made by the Engineering

Mechanics Section, under the supervision of

H. L. Whittemore and A. H. Stang, and the

Masonry Construction Section, under the

supervision of D. E. Parsons. The following

members of the professional staft" participated

in the work: C. C. Fishburn, F. Cardile, R. C.

Carter, H. Dollar, M. Dubm, A. H. Easton,

A. S. Endler, C. D. Johnson, T. M. KeUy,

P. H. Petersen, A. J. Sussman, and L. R.

Sweetman,

XIII. SELECTED REFERENCES

Year

1884

1884

1885

1886

1891

1893

Compressive Strengtli of Brick Masonry

Compressive tests of brick piers, together with

tests of single bricks and mortars used in

their construction, Watertown Arsenal

Tests of Metals, etc., 69-236. Brick piers, Watertown Arsenal Tests of Metals, etc., 236-242. Compression of common, hardburni, and face

brick (used in pier tests of 1886 and 1891),

Watertown Arsenal Tests of Metals, etc., 1138-1161. Compression of brick piers, Watertown

Arsenal Tests of Metals, etc.,pt. 2, 1691-

1742. Brick piers, Watertown Arsenal Tests of Metals, etc., 739-745.

Brick piers, Watertown Arsenal Tests of Metals etc., 323-334.

[29]
Compressive Strength of Brick Masonry

(Continued) Year

1923

1924

1924-2,"

1927

1929

1934

Year

Joseph Keele, Brickwork masonry, Eng. Sec.

of the School of Practical Science, University of Toronto Papers and Transactions No. 9, 153-160.

Street and Clark, Report on brickwork tests, J. Roy. Inst. Brit. Arch. No. 3, 333. Street and Clark, Report on brickwork tests, J. Roy. Inst. Brit. Arch. No. 4, 33. Street and Clark, Report on hrukwork tests, J. Roy. Inst. Brit. Arch. No. 5, 77. Brick piers, Watertowii Arsenal Tests of Metals, etc., 423-449.

Brick piers, Watertown Arsenal Tests of Metals, etc., 395-413.

Brick piers, Watertown Arsenal Tests of Metals, etc., 577-599.

Brick piers, Watertown Arsenal Tests ot Metals, etc., 291-351.

P. Gillespie, Notes on brick and brick piers. Applied Science 2, 58. A. N. Talbot and D. A. Abranis, Tests of brick columns and terra cott'i block columns,

Univ. in. Eng. Exp. Sta. Bui. 27. James E. Howard, Tests of two brick piers of unusual size, Clay Worker 59, 420. James S. Macgregor, Report of a series of

tests conducted to determine the compressive

strength and elastic properties of brick

piers laid up in cement and cernent-lime 1 922-24

mortars, Hydrated Lime Bur. of the National Lime Association Bui. J, 9-32;

Elasticity and Resistance of the Materials 1925-26

of Engineering, by Wm. H. Burr [6th ed.], 425.

11. Kreuger, Die fcsligkeit des ziegel-mauerwerks, Tonind. Ztg., 40, 597-633. 1927-28

11. Kreuger, Brickwork tests and formulas for

calculation, English Clay Worker 68, 42-46. ' 1929

J. C. Bragg, Compressive strength, of large

brick piers, Tech. Pap. BS 11; Till.

W. W. Pearse, Strength of brickwork, Proc. 1930

5th Annual Meeting of the Building Officials Conference, 25-38.

Stability of thin walls, British Gov., Dept.

Sci. and Ind. Research Bldg. Research 1931 Board Special Rep. No. 3. A. H. Stang, Concentric and eccentric loading

tests made by tJ. S. Bureau of Standards 1937 on brick panels for Common Brick Manufacturers Association, Brick and Clay

Record 62, No. 4, 312-314.

Compressive Strength of Brick Masonry

(Continued)

A. H. Beyer and W. J. Krefeld, Comparative

tests of clay, sand-lime, and concrete brick masonry. Dept. of Civil Eng., Columbia

Univ. Bui. 12.

S. H. Ingberg, Factors affecting brick masonry

strength, Proc. Am. Soc. for Testing Materials 24, ]3t. 2, 909. H. L. Whittemore and A. H. Stang, Compressive strength of sand-lime brick walls, Tech. Pap. BS 19, 57; T276.

J. W. McBurney, Effect of workmanship t>u strength of brick masonry, Am. Architect

132, 613. A. H. Stang, D. E. Parsons, and J. W. McBi'rney, Coynpressive strength of clay brick

walls, BS J. Rasearch 3, 507; RP108.

W. H. Glanville and P. W. Barnett, Mechanical properties of bricks and brickwork masonry, British Gov., Dept. Sci. and

Ind. Research Bldg. Research Board

Special Rep. No. 22.

Compressive Strength of Structural Clav Tile Walls

H. L. Wliittemore and B. D. Hathcock,

Some compressive tests of hollow tile -walls, Tech. Pap. BS 17, 513; T238.

A. H. Stang, D. E. Parsons, and H. D.

Foster, Compressive and transverse strength

of hollow tile walls, Tech. Pap. BS 20, 317; T311.

A. H. Stang, D. E. Parsons, and A. B. McDaniel, Strength of interlocking-rib tile walls, Tech. Pap. BS 22, 287; T366.

S. H. Ingberg and H. D. Foster, Fire resis- tance of hollow load-bearing wall tile, BS

J. Research 2, 1; RP37.

J. R. Shank and H. D. Foster, Strength of

brick and tile pilasters under varied eccentric loading, Ohio State Univ. Eng. Exp.

Sta. Bui. 57. D. E. Parsons, Factors affecting the strength of masonry of hollow units, BS J. Research

6, 857; RP310.

Douglas E. Parsons and David Watstein,

Compressive strength of structural tile masonry, BS J. Research 18, 215; RP972.

[30]
1931 J. R. Shank and H. D. Foster, Slrengik of concrete block pilasters under varied eccentric loading, Ohio State Univ. Eng. Exp. Sta. Bui. 60. 1931 C. A. Menzel, Tests of the fire resistance and

stability of walls of concrete masonry units, Prcc. Am. See. Testing Materials 31,

i t. 2, 607. 1932 F. E. Eichart, R. B. B. Moorman, and P. M.

Woodvrorth, Strength and stability of concrete masonry ivalls, Univ. 111. Bui. 251. 1932 R. E. Copeland and A. G. Timms, Effect of mortar strength and strength of unit on the strength of concrete 7nasonry walls, Proc. Am. Concrete Inst. 28, 551. 1933 C. A. Menzel, The strength of concrete masonry walls after standard fire exposure, Prcc. Am. Concrete Inst. 39, 351.

192.5-2(i

1927-28

1929

1932

Transv'orsc Strength of Ma.s(;iiry Wa

A. H. Stung, ]). 10. Parson.s, and II. I). Fostc)', Compressive and transverse strength

of hollow tile walls, Tech. Pap. BS 30, 317; T311.

A. H. Stang, D. E. Parsons, and A. B. McDaniel, Strength of interlocking-rib tile ivalls, Tech. Pap. BS 32, 287; T366.

L. B. Lent, Physical properties of brick and

brickwork. Common Brick Mfg. Assn. 1, 69. F. E. Richart, R. B. B. Moorman, and P. M. Woodworth, Strength and stabdiiy of concrete masonry walls, Univ. IlL Bill. 251. Washington, June 15, 1938.

o

[31]
II
The National Bureau of Standards was established by act of Congress, approved

March 3, 1901, continumg the duties of the old OflSce of Standard Weights and Measures

of the United States Coast and Geodetic Survey. In addition, new scientific functions were assigned to the new Bureau. Originally under the Treasury Department, the

Bureau was transferred in 1903 to the Department of Commerce and Labor (now the

United States Department of Commerce). It is charged with the development, construction, custody, and maintenance of reference and working standards, and their

intercomparison, improvement, and application in science, engineering, industry, and

commerce.

SUBJECTS OF BUREAU ACTIVITIES

Electricity

Resistance Measurements

Inductance and 'Capacitance

Electrical Instruments Magnetic Measurements

Photometry

Radio

Underground Corrosion

ElectrochemistryTelephone Standards

Weights and Measures Length

Mass

Time

Capacity and Density

Gas Measuring Instruments Thermal Expansivity, Dental

Materials, and Identification Weights and Measures Laws

and Administration

Large-Capacity Scale Testing

Limit Gages

Heat and Power Thermometry

Pyrometry Heat Measurements Heat Transfer Cryogenics

Fire Resistance

Automotive Power Plants Lubrication and Liquid Fuels

Optics

Spectroscopy

Polarimetry

Colorimetry and Spectrophotometry

Optical Instruments Radiometry

Atomic Physics, Radium, and

X-Rays

Photographic Technology

Interferometry

Chemistry

Paints, Varnishes, and Bitu- minous Materials

Detergents, Cements, Corrosion, Etc.

Chemistry—Continued

Organic Chemistry

Metal and Ore Analysis, and

Standard Samples

Reagents and Platinum Metals

Electrochemistry (Plating)

Gas Chemistry

Physical Chemistry

Thermochemistry and Constitution of Petroleum

Mechanics and Sound

Engineering Instruments and

Mechanical AppUances

Sound

Aeronautic Instruments Aerodynamics

Engineering Mechanics

Hydraulics

Organic and Fibrous Materials Rubber

TextUes Paper

Leather

Testing and Specifications

Fiber Structure Organic Plastics Metallurgy

Optical Metallurgy

Thermal Metallurgy

Mechanical Metallurgy

Chemical Metallurgy

Experimental Foundry

Clay and Silicate Products Whiteware

Glass

Refractories Enameled Metals

Heavy Clay Products

Cement and Concreting Materials Masonry Construction

Lime and Gypsum

Stone

Simplified Practice Wood, Textiles, and Paper

Metal Products and Construction Materials

Simplified Practice—Continued

Containers and Miscellaneous

Products

Materials-Handling Equipment and Ceramics

Trade Standards Wood, Wood Products, Paper,

Leather, and Rubber

Metal Products

Textiles Apparel

Petroleum, Chemical, and Miscellaneous Products

Codes and Specifications

Safety Codes

Building Codes

Building Practice and Specifi- cations Producer Contacts and Certification Consumer Contacts and Labeling

Office Finance

Personnel Purchase and Stores Property and Transportation

Mail and Files Library

Information

Shops

Instrument Woodworking

Glassblowing

Construction Stores and Tool

Room

Operation of Plant Power Plant

Electrical Piping

Grounds

Construction

Guard

Janitorial