77T ~/vr't"-",.'/?j

U. S. DEPARTMENT OF COMMERCE
The program of research on building materials and structures, carried on by the

National Bureau of Standards, was undertaken with the assistance of the Central Housing Committee, an informal organization of governmental agencies concerned with

housing construction and finance, which is cooperating in the investigations through a subcommittee of principal technical assistants.

CENTRAL HOUSING COMMITTEE

SUBCOMMITTEE ON TECHNICAL EESEAECH

Akthur C. Shike, United States Housing

Authority, Vice Chairman

Sterling R. March, Secretary

George E. Knox,

Yards and Docks (Navy).

Walter Jxjnge, Federal Housing Admin

istration, Chairman

Albert G. Bear,

Veterans' Administration.

Pierre Blouke,

Federal Home Loan Bank Board.

Carroll W. Chamberlain,

Procurement Division (Treasury).

Joseph M. DallaValle,

Public Health Service.

John Donovan,

Farm Security Administration (Agri

culture).

Vincent B. Phelan,

National Bureau of Standards (Commerce).

Edward A. Poynton,

Office of Indian Affairs (Interior).

George W. Trayer,

Forest Service (Agriculture).

Elsmere J. Walters,

Construction Division (War).

CHAIRMEN OF SECTIONS

Specifications Materials Maintenance

Carroll W. Chamberlain Elsmere J. Walters John H. Schaeper

Mechanical Equipment Methods and Practices

Robert K. Thulman

NATIONAL BUREAU OF STANDARDS

STAFF COMMITTEE ON ADMINISTRATION AND COORDINATION

Hugh L. Dryden, Chairman.

Mechanics and Sound

Phaon H. Bates,

Clay and Silicate Products.

HoBART C. Dickinson,

Heat and Power.

Warren E. Emley,

Organic and Fibrous Materials.

GUSTAV E. F. LUNDELL,

Chemistry.

Addams S. McAllister,

Codes and Specifications.

Henry S. Rawdon,

Metallurgy.

The Forest Products Laboratory of the United States Department of Agriculture

is cooperating with both committees on investigations of wood constructions.

[For list of BMS publications and how to purchase, see cover page III]
UNITED STATES DEPARTMENT OF COMMERCE • Harry L. Hopkins, Secretary

NATIONAL BUREAU OF STANDARDS • Lyman J. Briggs, Director

BUILDING MATERIALS

and STRUCTURES

REPORT BMS22

Structural Properties of "Dun-Ti-Stone" Wall

Construction Sponsored by the

W. E. Dunn Manufacturing Company

by HERBERT L. WHITTEMORE, AMBROSE H. STANG,

a?ld DOUGLAS E. PARSONS

ISSUED AUGUST 14, 1939

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

it does not "approve" any particular material or method of construction. The technical findings in this series of reports are to be construed accordingly.

UNITED STATES GOVERNMENT PRINTING OFFICE • WASHINGTON • 1939

FOR SALE BY THE SUPERINTENDENT OF DOCUMENTS, WASHINGTON, D. C. • PRICE 10 CENTS
Foreword

This report is one of a series issued by the National Bureau of Standards on the structural properties of constructions intended for low-cost houses and apartments. Practically all of these constructions were sponsored by groups witliin the building industry

which advocate and promote the use of such constructions and wliich have buUt and

submitted representative specimens, as outlined in report BMS2, Methods of Determining the Structural Properties of Low-Cost House Constructions. The sponsor is responsible for the representative character of the specimens and for the description given

in each report. The Bureau is responsible for the test data.

This report covers only the load-deformation relations and strength of the wall of a house when subjected to compressive, transverse, concentrated, impact, and racking loads

by standardized methods simulating the loads to which the wall would be subjected in

actual service. It may be feasible later to determine the heat transmission at ordinary

temperatures and the fire resistance of this construction and perhaps other properties.

The National Bureau of Standards does not "approve" a construction, nor does it express an opinion as to the merits of a construction for the reasons given in reports

BMSl and BMS2. The technical facts on this and other constructions provide the basic

data from wliich architects and engineers can determine whether a construction meets

desired performance requirements.

Lyman J. Briggs, Director.

[n]
Structural Properties of "Dun-Ti -Stone" Wall Constructicjn

Sponsored by the W. E. Dunn Manufacturing Company

hy HERBERT L. WH ITTEMOR E, AMBROSE H. STANG, and DOUGLAS E. PARSONS

C O N T E N 7^ S

Page Foreword n

I. Introduction 1 II. Sponsor and product 2

III. Specimens and tests 2 IV. Wall BE 2

1. Sponsor's statement 2

(a) Materials 2

(b) Description 4

(1) Four-foot wall specimens. 4

(2) Eight-foot wall speci- mens 4

ABSTRACT

For the program on the determination of the structural properties of low-cost house constructions, the W. E. Dunn Manufacturing Co. submitted 18 speci- mens representing their "Dun-Ti-Stone" construction

for walls. The specimens were subjected to compressive, transverse, concentrated, impact, and racking loads. The

transverse, concentrated, and impact loads were applied to both faces of the specimens. For each of these

loads, three like specimens were tested. The deformation under load and the set after the load was removed

were measured for uniform increments of load, except

for concentrated loads, for which the set only was deter- mined. The results are presented in graphs and in a

table.

I. INTRODUCTION

In order to provide technical facts on the

performance of constructions wliich might be

used in low-cost houses, to discover promising

constructions, and ultimately to determine the

properties necessary for acceptable performance,

the National Bureau of Standards has invited

the buildmg industry to cooperate in a program

of research on building materials and structures

for use in low-cost houses and apartments. The

objectives of this program are described in

report BMSl, Research on Building Materials

and Structures for Use in Low-Cost Housmg,

and that part of the program relating to the

structural properties in report BMS2, Methods

Page IV. Wall BE—Continued.

1. Sponsor's statement—(Jonl inner).

(c) Fabrication data 4

(d) Comments 4

2. Compressive load 5

3. Transverse load 7

4. Concentrated load 9

5. Impact load 9

6. Racking load 11

of Determining the Structural Properties of Low-Cost House Constructions.

As a part of the research on structural properties, six masonry wall constructions have

been subjected to a series of standardized laboratory tests to provide data on the properties of some constructions for which the behavior in

service is generally known. These data are given in report BMS5, Structural Properties of

Six Masonry Wall Constructions. Similar tests have been made on wood-frame constructions

by the Forest Products Laboratory of the

United States Department of Agricidture, the

results of wliich will be given in a subsequent

report in this series. This report describes the structural properties

of a wall construction sponsored by one of the

manufacturers in the building industry. The

specimens were subjected to compressive, transverse, concentrated, impact, and racking loads,

simulating loads to wliich the walls of a house

are subjected. In actual service, compressive

loads on a wall are produced by the weight of

the roof, second floor and second-story walls

if any, furniture and occupants, wind load on

adjoining second-story walls, and snow and

wind loads on the roof. Transverse loads on a

wall are produced by 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.

[1]
The deformation and set under each increment of load were measm-ed because the suitability of a wall construction depends in part on

its resistance to deformation under load and

whether it returns to its original size and shape

when the load is removed.

II. SPONSOR AND PRODUCT

The specimens were submitted by the W. E.

Dimn Manufacturmg Co., Holland, Mich., and

represented a wall construction sponsored by

this company and marketed under the trade

name "Dun-Ti-Stone." The "Dun-Ti-Stone"

concrete units were made imder francliise by the

Silver Hill Brick Corporation, Washington,

D. C. Each unit consisted of a facmg slab

and a backing slab connected by a steel tie bar.

When laid the units formed a hollow wall. The

specimens were built with cement-lime mortar.

III. SPECIMENS AND TESTS

The wall construction was assigned the symbol BE and the specimens were assigned the

designations given in table 1.

Table 1.

Specimen designations, wall BE

Specimen designation

CI, C2, C3.

Tl, T2, TS.

Ti, T5, T6.

PI, P2, PS ' Pi, PS, P6

II, 12, IS^.- U, 16, IS---

Rl, R2, RS.

Load

Compressive..

Transverse do

Concentrated. do Impact

do

Racliing

Load applied

Upper end.

Inside face. Outside face. Inside face. Outside face. Inside face. Outside face. Near upper end.

a These specimens were undamaged portions of the transverse speci- mens.

The specimens were tested in accordance

with BMS2, Methods of Determining the

Structural Properties of Low-Cost House Constructions, which also gives the requirements for the specimens and describes the presentation

of the results of the tests, particularly the loaddeformation graphs.

The tests were begun August 17, 1938 and

completed September 29, 1938. The speci- mens were tested 28 days after they were

built. The sponsor's representative witnessed

the tests.

IV. V^KIAjBE

(1) Sponsor's Statement

(a) Materials

Concrete units.—The materials for the units were portland cement, washed bank sand

(passed K-in. sieve), and steel tie bars made

by the Rosslyn Steel and Cement Co.

The units were made by the Silver Hill

Brick Corporation. The slabs were 1 part of

Portland cement and 8 parts of sand, by volume.

The slabs were made on a standard "Dunbrik"

machine made by the W. E. Dunn ManufacturFiGURE 1.

"Dun-Ti-Stone" concrete unit.

A, facing slab; B, backing slab; C, recess; D, tie bar.

ing Co., Holland, Mich. After curing, the

slabs were placed ui a spacing mold and the

tie bar fastened in place by mortar, 1 part of

cement and 3 parts of sand, by volume.

Each unit consisted of two concrete slabs,

2)^ by 11% by 8 in., connected by a tie bar, as shown in figure 1. The top of the facing slab,

A, was inclined in. toward the backing slab,

B. The inner face of each slab had three

recesses, C, 5 by 1% in., 1}^ in. deep, spaced

4%6 in. on centers. The slabs were fastened

by a Z-shaped tie bar, D, made from a K-in.

diam round deformed reinforcement bar.

The physical properties of the concrete

units, determined by the Masonry Construction Section of the National Bureau of Standards in accordance with the American Society

[2]
for Testing Materials Standard C 90-36/ are given in table 2. Table 2.

Physical properties of the concrete units,

loail BE

Thickness

of face

shell

Compressive

strength

Water absorption,

24-hr. cold immersion Weight, dry

Net area Gross

area Byweight

Per cubic

foot of concrete

Per

unit

Per cubic

foot of concrete

in.

2. 25

Iblin.'

2, 240

lb/in.'' 930 Percent

7.0

lb 8.3lb 29.

lb126.4

Mortar.—The materials for the mortar in the

wall joints were North American Portland

Cement Corporation's portland cement, lime

putty made by slaking Standard Lime and Stone

Co.'s "Washington" powdered quicldime, and

Potomac River buUding sand.

The mortar was 1 part of cement, 0.42 part

of hydrated lime, and 5.1 parts of dry sand, by

weight. The proportions by volume were 1 part of cement, 1 part of hydrated lime, and 6

parts of loose damp sand, assuming that portland cement weighs 94 Ib/ft^, dry hydrated

lime 40 Ib/ft^, and that 80 lb of dry sand are equivalent to 1 ft^ of loose damp sand. The

materials for each batch were measured by

weight and mixed in a batch mixer having a

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

to the mortar was adjusted to the satisfaction

of the mason. The following properties of the mortar materials and of the mortar were determined by

the Masonry Construction Section. The ce- ment complied wath the requirements of Federal Specification SS-C-191a for fineness, soundness, time of setting, and tensile strength. The

lime putty contained 40 to 45 percent of dry

hydrate, by weight, and had a plasticity of over

600, measured in accordance with Federal

Specification SS-L-351. The sieve analysis of

the sand is given in table 3. Table 3.

Sieve analysis of the sand in mortar, wall BE

U. S. standard

sieve number

Passing, by

weight

Percent

8 100 16 92

30 70

50 16

100 1

"Am. Soc. Testing Materials Standards pt. II, 168-171 (1936).

The average water content of the mortar was

22.5 percent, by weight of dry materials.

Samples were taken from at least one batch of

mortar for each wall specimen, the fk)w determined in accordance with Federal S])ecilication

SS-C-181b, and six 2-in. cubes made. Tlirce

cubes were stored in water at 70° F and tlu'ee stored in air near the wall specimen. The compressive strength of each cube was determined on the day the corresponding wall specimen was tested. The physical properties of tlie mortar are given in table 4.

Table 4.

Physical properties of mortar, xvall BE

Specimen riow

Compressive streneth

Air storage Water

storage

CI

Percent

108

103 102

107

103

918585

/6/in.s788 888

673 613

581 692

669

658 660

766

777

946

775

771 594 510 470

602

Ibi'in.' 684

723 626

841 817

904

899

868

799

715

733 700

688

697 867

731 717

702

C2

C3

TiT2

TSnTBT6

It 107

106 102

102

100

10698

11794

1273H

/5_..

16RlR2

fl3___ Average ..... . 101 B91 762

Concrete.—The materials for the concrete fill in the top course of the wall were North American Portland Cement Corporation's portland

cement, Potomac River concrete sand, and

Potomac River gravel (maximum size % in).

The concrete was 1 part of cement, 2.75 parts

of dry sand, and 3.65 parts of dry gTavel, by

weight. The proportions by volume were 1 part of cement, 2 parts of loose damp sand,

and 4 parts of gravel.

A 6- by 12-ia. cylinder was made by the

Masonry Construction Section from the concrete for each wall specimen and stored in air near the specimen. The compressive strength

of each cylinder was determined on the day the

corresponding wall specimen was tested. The

average compressive strength of the concrete was 2,400 Ib/inl

Metal lath.—Expanded metal lath, galvanized.
Reinforcement bars.—Steel, deformed, K-in. round.

(6) Description

(1) Four-foot wall specimens.—The 4-ft wall

specimens were 8 ft 6K in. high, 4 ft 1 in. wide,

and 9 in. thick, and had 12 courses of units, ex- cept for specimens CI , C2, and C3, which were

7 ft 10}< in. high and had 11 courses of units.

The units formed a hollow wall with facing. A,

and backing, B, as shown in figure 2, connected

Figure 2.

Four-foot wall specimen BE, having 12

courses.

A, facing; B, backing; C, tie bar; D, metal lath; E, concrete; F, rein- forcement bars.

by the tie bars, C, cast in the slabs. The head

joints were staggered by using half slabs at the

ends of alternate courses. The half slabs had

no tie bars. The lower edges of the slabs in

the facing extended in. beyond the upper

edges of the slabs in the course below. The

slabs in the backing were flush. The bed joints

were furrowed and the head joints were filled solidly by applying mortar freely to the edges

of each unit before it was laid. The joints were

pointed. Metal lath, D, was placed in the

joint below the top course and the top course was filled with concrete, E, reinforced by three

reinforcement bars, F, one bar placed 1 in. from

the top of the concrete and two bars placed

Iji in. from the bottom.

The price of this construction in Washington, D. C, as of July 1937 was $0.40/ft^

(2) Eight-foot vmU specimens.—The 8-ft wall

specimens were 7 ft 10 in. high, 8 ft 3 in. wide,

and 9 in. thick, and had 11 courses of units.

The specimens were similar to the 4-ft wall

specimens.

(c) Fabrication Data

The fabrication data, determined by the

Masonry Construction Section, are given in

table 5.

Table 5.

Fabrication data, wall BE

[The values per square foot were computed using the face area of the specimens]

Thickness of joints ^ Masonry

units

Mortar materials Mason's

Bed Head Cement Lime, dry

hydrate Sand, dry

time

in.

0. 53

in.

0. 65 Number/ft^

1. 37

lb/ft' 1.01 IblP

0. 42

Ib/fl^

5. 18

hrlll'

0. 067

a The thickness of the joints in the facing varied considerably because

of differences in alignment between the facing and backing slabs of the

units. For adjacent units, the variation in joint thickness was as much

as 0.4 in.

(fi) Comments

Reinforced-concrete pilasters or columns are formed in the space between the facing and the

backing by inserting stops at the desired location and placing reinforcement steel and concrete in the enclosed space. Beams and lintels are also reinforced concrete, formed in the same manner. The outside of the wall is usually finished

with cement paint and the inside with plaster,

consisting of a }2-in. base coat applied directly

to the units and covered by the usual white

finish coat.
the thickness at the top of the units) from the

inside face. The shortenings and sets shown in

figure 4 for a height of 8 ft were computed from

the values obtained from the compressometer

readings. The gage length of the compressometers was 6 ft in. The lateral deflections

shown in figure 5 are the averages of the deflec- tion of the facing and the bacldng, measured

independently. The facing deflected the same amount as the bacldng within 0.01 in., the

estimated error of measurement.

Figure 3.—Wall specimen BE-Cl

under compressive load.

Different outside efl'ects, resembling clapboards or shingles, may be obtained by changing

the angle of the facing slab when the slabs are connected.

2. Compressive Load

Wall specimen BE-Cl under compressive

load is shown in figure 3. The results for wall

specimens BE-Cl, C2, and C3 are shown in

table 6 and in figures 4 and 5. The compressive loads were applied to both

the facing and the backing, 2.81 in. (one-third

[5]
Table 6.

Structural properties, wall BE

[Weight, 49.5 Ib/ft^)

Load Load applied

Compressive

.

Transverse.

Do.

lUpper end, 2.81

i in. from the

I inside face.

Jlnsideface; span.

1 7 ft Gin

Concentrated

Do.

Impact.

AverageAverage.

/Outside face; \ span, 7 ft 6 in.

Average.,

Inside face...

Average

Outside face.

Average

Speci- men

desig- nation

Fail- ure of loaded

face, height

of drop

CIC3

TlT2

T3nT5T6

PIPS

Pk

P5P6

/Inside face; span,

\ 7 ft 6 in.

Average.

Do.

Racking

/Outside face; \ span, 7 ft 6 in.

Average

Near upper end

.

Average

\ 12

I 13

height °fd^°P

of drop

2.5

2. 5 1.5

2. 2

2. 5 3.0

2. 5

RlR2

R3

Fail- ure of opposite

face.

Maxi- mum

height

1. 6 1.0

1.0

2.0

1.0 0.5

2.7

3.0 3.0

2.0

3.0

3.0

2.5

2.8

Maxi- mum

load

Kipflft 42.3

47.0 44.6

44. 6

22.4 21.5

19.7

21. 2

22.0

18.0

21.0

20.3

lb b 1. 000

b 1, 000

b 1, 000

b 1,000

b 1, 000

b 1, 000

b 1, 000

b 1, 000

^Kips/ft 2.08

2. 00

1.98

2. 02

a A kip is 1,0001b.

b Specimen did not fail. Test discontinued. Each of the specimens failed by crushing of units in the backing in two courses either at midheight or near the upper end, cracking of the backing vertically through about four

courses, and rupture of the bond between the

units and the mortar at one or two bed joints

in the facing at the height at wliich the units in

the backing crushed.

3. Transverse Load

Wall specimen BE-Tl under transverse load

is shown in figure 6. The results are shown in

table 6 and in figure 7 for wall specimens

40

\50

—

Coto

(b

I-o

20

10

—

j

4f X

•7

•

0 0.02 OM 0.06

shorfening in/dff

Figure 4.

Compressive load on wall BE.

Load-shortening (open circles) and load-set (solid circles) results for specimens BE-Cl, C2, and C3. The load was applied 2.81 in. from the

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

BE

0 0.2 04 0.6

lateral deflection in. Figure 5.

Compressive load on wall BE.

Load-lateral deflection (open circles) and load-lateral set (solid circles) results for specimens BE-Cl, C2, and C3. The load was applied 2.81

in. 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 5

in., the gage length of the deflectometers.

6]
BE-Tl, T2, and T3, loaded on the inside face,

and in figure 8 for wall specimens BE-T4, T5,

and T6, loaded on the outside face. The deflections shown in figures 7 and 8 are

the averages of the deflection of the facing and

the backing, measured independently. The

facing deflected the same amoimt as the backing

within 0.01 in., the estimated error of measurement.

Each of the specimens failed by rupture of the

bond between the mortar and the units at a bed

joint at or between the loading rollers. The

cracks usually appeared first in the face opposite

the load and then in the loaded face.

?Ofx>

Figure 6. —Wall specimen BE-Tl under transverse load.

12 it

CO 8^

BE-I

0 Q.? 0.4 0.6

deflee lion in. Figure 7.—Transverse load on wall BE, load applied to inside face.

Load-deflection (open circles) and load-set (solid circles) results for speci- mens BE-Tl, n, and T3 on the span 7 ft 6 in. The deflections and

sets are for a gage length of 7 ft IK' in., the gage length of the deflec- tometers. 20wy

cv. I6i>-

CO

4^

BE4

0.2 0.4 0.6

defleciion in. Figure 8. —Transverse load on wall BE, load applied to outside face.

Load-deflection (open circles) and load-set (solid circles) results for speci- mens BE-TJf, TS, and T6 on the span 7 ft 6 in. The deflections and

sets are for a gage length of 7 ft IH in., the gage length of the deflec- tometers.

[7]
Figure 9.

Wall specimen

BE-Pl under concentrated

load.

A, loading disk.

mo

is

1• •

•n

•

1 •

• :i> r

1

> f1

1

• SH

1000

0

'indeniafion in. Figure 10.

Concentrated load on wall BE, load applied

to inside face.

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

o

s;o

1 Bt-4-

0 0.02 OM 0.06

indenfation in. Figure 11.

Concentrated load on wall BE, load applied

to outside face.

Load-indentation results for specimens EE-Pi, PS, and P6.

[8]
4. Concentrated Load

Wall specimen BE-Pl under concentrated

load is shown in figure 9. The results are shown in table 6 and in figure 10 for wall speci- mens BE-Pl, P2, and P3, loaded on the inside

face, and in figiu-e 11 for wall specimens BE-P4,

P5, and P6, loaded on the outside face. The concentrated loads were applied to the

mortar bed and head joints at mid\vidth for all specimens except P6, to which the load was

applied on a concrete unit. The indentations

after a load of 1,000 lb had been applied were

0.004, 0.007, 0.017, 0.005, 0.004, and 0.003 in.

for specimens PI, P2, P3, P^, P5, and P6,

respectively, and no other effect was observed.

5. Impact Load

Wall specimen BE-U during the impact test

is shown in figure 12. The results are shown in

table 6 and in figure 13 for wall specimens

BE-Il, 12, and 13, loaded on the inside face,

and in figure 14 for wall specimens BE-I4, 15,

and 16, loaded on the outside face. At the drops given in table 6 the faces of each

specimen failed by ruptm"e of the bond between

the imits and the mortar at bed joints near

Figure 12.

Wall s-pecijnen BE-Il during the impact

test.

[9]
5.0

2.5

^2.0

'^1.5

0 0.2 0.4 0.6

def/ecfion In. FiGUHE 13.

Impact load on ivall BE, load applied to inside face.

Height of drop-deflection (open circles) and height of drop-set (solid

circles) results for specimens BE-Il, 13, and 13 on the span 7 ft fi in.

0.5

0

1—

n

-00-|

( )

1r1V

—o-

)-o—

)

d[-4 0 0.2 0.4 0.6

deflection In. Figure 14.

Impact load on wall BE, load applied to outside face.

Height of drop-deflection (open circles) and height of drop-set (solid

circles) results for specimens BE-U, 15, and 16 on the span 7 ft 6 in.

Figure 15.—Wall specimen

BE-Rl under racking

load.

10
midspan. At the maximum drops, each specimen failed by opening of these joints.

2.0

1.6

>^

^0.8

I

0

«—

c

—oD

1

[/•

• oo —

— >

d

7

/ —

o

r

t B£

0 O.OF 0.04 OM

defortnaiion in/Sff

Figure 16.Racking load on wall BE.

Load-deformation (open circles) and load-set (solid circles) results for specimens BE-Rl , R2, and /f3. The loads are in kips per foot of actual width of specimen.

6. Racking Load

Wall specimen BE-Rl under racldng load is shown in figure 15. The results for wall speci- mens BE-Rl, R2, and R3 are shown in table 6

and in figure 16.

The racking loads were applied to the top

course and the stop was in contact with the

first and second courses from the lower end.

For specimen RS at a load of 1.188 kips/ft, a head joint at the end of a unit near the loaded

corner cracktHl. At the maximum load, each

of the specimens 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,

for specimens Rl and R2 the two top courses sheared oft" by ruptm'e of the bond between

the units and the mortar in the bed joint, and

for specimen R3 the bond between the units and

the mortar ruptured in a bed joint between the

sixth and seventh coui'ses.

The sponsor supplied the information contained in the sponsor's statement. The drawings of the specimens were prepared by E. J. Schell, G. W. Shaw, and T. J. Hanley of the

Bureau's Building Practice and Specifications

Section, under the supervision of V. B. Phelan.

The structural properties were determined 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, with the assistance

of the following members of the professional

staff: C. C. Fishburn, F. Cardile, R. C. Carter, H.

Dollar, M. Dubin, A. H. Easton, A. S. Endler,

C. D. Johnson, L. M. Karpeles, P. H. Petersen, A. J. Sussman, and L. R. Sweetman.

Washington, April 14, 1939.

o

[11]
1I.i


BUILDING MATERIALS AND STRUCTURES REPORTS

The following publications in this series are now available by purchase from the

Superintendent of Documents at the prices indicated:

BMSl Research on Building Materials and Structures for Use in Low-Cost Housing... 10^ BMS2 Methods of Determining the Structural Properties of Low-Cost House Constructions 10^ BMS3 Suitability of Fiber Insulating Lath as a Plaster Base 10^ BMS4 Accelerated Aging of Fiber Building Boards 10^ BMS5 Structural Properties of Six Masonry Wall Constructions 15^ BMS6 Survey of Roofing Materials in the Southeastern States 15^ BMS7 Water Permeability of Masonry Walls 10^ BMS8 Methods of Investigation of Surface Treatment for Corrosion Protection of Steel 10^ BMS9 Structural Properties of the Insulated Steel Construction Company's "Frameless-Steel" Constructions for Walls, Partitions, Floors, and Roofs 10^ BMSlO Structural Properties of One of the "Keystone Beam Steel Floor" Constructions Sponsored by the H. H. Robertson Company 10^5 BMSll Structural Properties of the Curren Fabrihome Corporation's "Fabrihome" Constructions for Walls and Partitions 10^ BMS12 Structural Properties of "Steelox" Constructions for Walls, Partitions, Floors, and Roofs

Sponsored by Steel Buildings, Inc 15^5 BMS13 Properties of Some Fiber Building Boards of Current Manufacture 100 BMS14 Indentation and Recovery of Low-Cost Floor Coverings 100 BMS15 Structural Properties of "Wheeling Long-Span Steel Floor" Construction Sponsored by

the Wheeling Corrugating Company 100 BMS16 Structural Properties of a "Tilecrete" Floor Construction Sponsored by Tilecrete Floors, Inc 100 BMSl7 Sound Insulation of Wall and Floor Constructions 100 BMS18 Structural Properties of "Pre-Fab" Constructions for Walls, Partitions, and Floors Sponsored by the Harnischfeger Corporation 100 BMSl9 Preparation and Revision of Building Codes 150

How To Purchase

BUILDING MATERIALS AND STRUCTURES REPORTS

On request, the Superintendent of Documents, U. S. Government Printing Office, Washington, D. C, will place your name on a special mailing list to receive notices of new reports in this

series as soon as they are issued. There will be no charge for receiving such notices. An alternative method is to deposit with the Superintendent of Documents the sum of $5.00,

with the request that the reports be sent to you as soon as issued, and that the cost thereof be

charged against your deposit. This will provide for the mailing of the publications without

delay. You will be notified when the amount of your deposit has become exhausted.

If 100 copies or more of any report are ordered at one time, a discount of 25 percent is allowed. Send all orders and remittances to the Superintendent of Documents, U. S. Government Printing

Office, Washington, D. C.