Bureau of Standards

.'NOV

'.•''9
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 RESEARCH

Walter Junge, Chairman, Arthur C. Shire, Vice Chairman,

Federal Housing Administration. United States Housing Authority.

Sterling R. March, Secretary,

Albert G. Bear, George E. Knox,

Veterans' Administration. Yards and Docks (Navy).

Pierre Blouke, Vincent B. Phelan,

Federal Home Loan Bank Board. National Bureau of Standards (ComCarroll W. Chamberlain, merce).

Procurement Division (Treasury). Edward A. Poynton,

Joseph M. DallaValle, OflBce of Indian Affairs (Interior).

Public Health Service. George W. Trayer,

John Donovan, Forest Service (Agriculture).

Farm Security Administration (Agri- Elsmere J. Walters,

culture). Construction Division (War).

Chairmen of Sections

Specifications Materials Maintenance

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

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, Gustav E. F. Lundell,

Clay and Silicate Products. Chemistry.

HoBART C. Dickinson, Addams S. McAllister,

Heat and Power. Codes and Specifications.

Warren E. Emley, Henry S. Rawdon,

Organic and Fibrous Materials. 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 BMS26

Structural Properties of

"Nelson Pre-Cast Concrete Foundation" Wall Construction

Sponsored by the Nelson Cement Stone Company, Inc.

by HERBERT L. WHITTEMORE, AMBROSE H, STANG,

and CYRUS c. fishburn

ISSUED OCTOBER 9, 1939

The National Bureau of Standards is a tact-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 • 193 9

FOR SALE BY THE SUPERINTENDENT OF DOCUMENTS, WASHINGTON, D. C. • PRICE TO 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 within the building

industry which advocate and promote the use of such constructions and which have

built and submitted representative specimens as outlmed 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 foundation

walls 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.

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 which architects and engineers can determine whether a construction

meets desired performance requirements.

Lyman J. Briggs, Director.

[11]
Structural Properties of "Nelson Pre-Cast Concrete Foundation"

Wall Construction Sponsored by the Nelson Cement Stone

Company, Inc.

by HERBERT L. WHITTEMOR E, AMBROSE H. STANG, and CYRUS C. FISHBURN

CONTENTS

Page Foreword ii

I. Introduction 1 II. Sponsor and product 2

III. Specimens and tests 2

IV. WaU BV 2

1. Sponsor's statement 2

(a) Materials 2

(b) Description 2

(1) Three-foot wall speci- mens 2

ABSTRACT

For the program on the determination of the structural properties of low-cost house constructions, the Nelson Cement Stone Co. submitted 18 specimens

representing their "Nelson Pre-Cast Concrete Foundation" 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

determined. The results are presented in graphs and

in tables.

I. INTRODUCTION

In order to provide technical facts on the

performance of constructions which 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 building 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

Page

IV. Wall BT—Continued.

1. Sponsor's statement-—Continued.

(2) Nine-foot wall speci- mens 3

(c) Comments 3

2. Compressive load 5

3. Transverse load 6

4. Concentrated load 7

5. Impact load 7

6. Racking load 9

are described in report BMSl, Research on

Building Materials and Structures for Use in

Low-Cost Housing, and that part of the program

relating to the structural properties in report

BMS2, Methods 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 wliich the behavior in service

is generally known. These data are given m

report BMS5, Structural Properties of Six

Masonry Wall Constructions. The results of

similar tests made on wood-frame constructions

by the Forest Products Laboratory of the

United States Department of Agriculture are given in BMS25, Structural Properties of

Conventional Wood-Frame Constructions for Walls, Partitions, Floors, and Roofs.

The present report describes the structiu-al

properties of a foimdation 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 which the walls of a house are subjected. In

158693°—39 [1]
actual service, compressive loads on a foundation wall are produced by the weight of the

floor, walls, roof, furniture and occupants, wind

load on adjoinhig walls, and snow and wind

loads on the roof. Transverse loads on a

foundation wall are produced by earth pressiu-e,

concentrated loads by accidental contact with

heavy objects, and racking loads by earth

pressure on adjoining foundation walls. The deformation and set xmder each increment of load were measured because, considered

as a structure, the suitability of a wall construction depends not only on its resistance to deformation when loads are applied, but also on its ability to return to its original size and

shape when the load is removed.

II. SPONSOR AND PRODUCT

The specimens were submitted by the Nelson

Cement Stone Co., Inc., East Braintree, Mass.,

and represented a foundation wall construction

marketed under the trade name "Nelson Pre- Cast Concrete Foundation." This construction

consisted of precast, ribbed remforced-concrete

panels for foundation walls, designed to be

erected by crane trucks.

III. SPECIMENS AND TESTS

The wall construction was assigned the

symbol BV and the specimens were assigned

the designations given in table 1.

Table 1.

Specimen designations, wall BV

Specimen designation

CI, C2, C3.^.

Tl, T2, TS...

T4, TS, T6... PI, P2, PS'^.

Pit, P5. P6

11,12,13 H. 15. IG Rl, R2, R3-..

Load

Compressive -- Transverse do

Concentrated. do _.. Impact..- do

Racking

Load applied

Upper end.

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

» These specimens were undamaged portions of the impact specimens. The specimens were tested in accordance

with BMS2, Methods of Determmuig the

Structural Properties of Low-Cost House Constructions, which also gives the requn-ements

for the specimens and describes the presentation of the results of the tests, particularly the

load-deformation graphs.

The tests were begun December 14, 1938,

and completed February 3, 1939. The tests

were made either on the 28th or the 29th day

after the specimens were cast. The sponsor's

representative did not witness the tests.

IV. WALL BV

1. Sponsor's Statement

(a) Materials

Cement.—Edison Cement Co.'s "Edison Portland Plus Cement."

Sand.—Pit sand, moisture content 4 percent.

The sieve analysis of the sand is given in

table 2.

Table 2.

Sieve analysis of the sand, wall BV

Sieve number,

V. S. Std. Passing, by- weight

Percent 4 95 15 45 50 16 100 7

Gravel.—Pit gravel, washed, maximinn size % in. ; moisture content about 1 percent.

Concrete.—One part of cement, 2.8 parts of

dry sand, and 4.2 parts of dry gravel, by weight.

Slump 3}^ in. Mesh.—Mild-steel wire, cold-drawn, complying with ASTM Standard A82-34, No. 12

gage (0.1055-in. diam), galvanized, welded in a

6- by 6-in. mesh in rolls 4 ft wide; weight, 0.13

Ib/ft^ ConsoUdated Expanded Metal Co.'s "Steelcrete."

Reinforcement bars.—Rail-steel, deformed,

complying with ASTM Standard A 16-35, Kin.

round and % m. roimd. Northern Steel Co.

Anchor nuts.—Mild steel, square, unfinished,

Yi in., American standard.

(b) Description

(1) Three-joot wall specimens.—The 3-ft wall specimens were 8 ft 0 in. high, 3 ft 0 in. wide, and 10 in. thick. Each specimen was a

reinforced-concrete slab with reinforced-concrete ribs at the sides and ends. The specimens were cast with the inside face down, and the

outside dimensions varied as much as K in- from the nominal dimensions. A sheet-steel core was used to form the inside face. The web

of the specimen was reinforced by mesh. A,

[2]
shown in figure 1, and the vertical and horizontal ribs by reinforcement, B and C, respectively. The reinforcement and concrete were

placed in the form, and the outside face was

screeded to a rough, level surface. There were two holes, 1 in. in diam and 4% in. deep, in the

upper end of the specimen, with a %-in. anchor

nut embedded at the bottom of each hole, to

receive bolts for handling the panels and bolts

for fastening the sill. There were no grooves

in the vertical edges of the specimens.

The mesh. A, was a single sheet placed I/2 in. from the outside face. The sheets for different

specimens varied in width from 2 ft 9 in. to 3 ft 0 in., and in length from 7 ft 9 in. to 8 ft 0 in. The edges of the sheet were bent into the ribs. The mesh in these specimens was not like the

mesh regularly used by the sponsor for wall

panels of this construction. In the mesh regularly used the vertical wires are spaced 12 in., and the spacing of the horizontal wires ranges

from 2 in. at the lower end to 7 in. at the upper

end of the wall panels.

The vertical reinforcement, B, consisted of one %-in. diam deformed bar, about 7 ft 9 in. long, in each vertical rib, and spaced in different

specimens from 1 to 4 in. from the inside edge

of the rib. The horizontal reinforcement, C, consisted

of one Yi-m. diam deformed bar in each horizontal rib, except for specimens BV-C2, C3,

and 16 which had %-'m. diam bars. The bars were about 2 ft 9 in. long, and were spaced in

different specimens from 2 to 4 in. from the

inside edge of the rib.

(2) Nine-joot wall specimens—The 9-ft wall

specimens were 8 ft 0 in. liigh, 9 ft 0 in. wide, and 10 in. thick. The specimens were

similar to the 3-ft specimens and had intermediate vertical ribs, spaced 3 ft 0 in. on centers, as shown in figure 2. There were no grooves

in the vertical edges of the specimens.

The mesh, A, was in two sheets, each 4 ft 0 in. high and 9 ft 0 in. long, placed Iji in. from

the outside face. The vertical reinforcement,

B, in the ribs at each edge of the specimen was

a %-m. diam bar, except for specimen BV~R1

which had a ji-hi. diam bar in one rib. The

horizontal reinforcement, C, was ji-m. diam

bars about 8 ft 9 in. long. The vertical reinforcement, D, in the intermediate ribs was ji-in.

Figure 1.—Three-foot wall specimen BV, showing

inside face.

A, mesh; B, vertical reinforcement; C, horizontal reinforcement.

diam bars, except for specimen BV-Rl, which

had a %-in. diam bar in one intermediate rib. The price of this construction in Washington,

D. C, as of July 1937, was $0.35/ft2.

(c) Comments

These foundation wall panels are cast in horizontal wood forms with sheet-steel cores and

are transported to the building site by truck

and erected by means of a crane truck. Openings for windows, ventilators, and pipes are provided by cores set in the form. The panels

are made full wall height and in widths up to

15 ft. The standard thicknesses of the panels

are 10, 11, and 12 in. When erected, the panels rest on a pouredconcrete footing with a Yi-m. mortar bed between footing and panel. The mortar mix is

1 part of cement to 3 parts of sand, by volume.

The vertical edges of the panels are grooved,

1% in. wide by % in. deep, and the panels are spaced Yi in. apart. The spaces and the grooves

are filled Avith grout, 1 part of cement to 3

parts of sand, by volume. Corner panels are

[3]
Figure 2.

Nine-foot wall specimen BV, shoiving inside face. A, mesh; B, vertical reinforcement in edge ribs; C, horizontal reinforcement; D, vertical reinforcement in intermediate ribs.
I

I

^4

20

16

12

8

4

0

c

/ o iSo

/

1

/ AAA

/

/

/

/

/

/7 0.02 004

shorfeninoi In./dff

FiGDRE 4.

Cotnpressive load on wall BV.

Load-shortening (open circles) and load-set (solid circles) results for specimens BV-Cl, C2, and CS. The load was applied 3.33 in. from

the inside edge of theribs. The loads are in kips per foot of actual width

of specimen. made with a wide-faced vertical rib and a groove to match the edge of the adjacent panel.

The jomts between panels are raked about

%-in. deep on the outside face and filled with

asphalt mastic below grotmd level and with a

liaseed-oU and asbestos-fiber calking compound

above ground. No waterproofing or other

finish is required for the panels themselves.

Anchorage for the superstructure is provided

by a connection to the threaded nuts embedded

in the top ribs. There have been 26 houses built with the

"Nelson Pre-Cast Concrete Foimdation." Plans

have been developed for a precast reinforced- concrete wall construction similar to the fomidation wall, but thimier, and with lighter

reinforcement. The sponsor proposes to erect the panels in three horizontal courses for a

height of one story. The first course will be

from the top of the foundation to the bottom

of the windows, the second course from the

bottom of the windows to the top of the windows, and the third course from the top of the

wiadows to the wall plate, or to the bottom of

the second-story windows. The panels will be

made in lengths up to 24 ft.

The walls will be insulated by loose-Iill insulation placed between the ribs of each panel.

Furring strips, imbedded in the edges of the

ribs, will provide for attaching various inside

faces. The outside finish will be cast in the

panels.

2. Compressive Load

Wall specimen BV-Cl under compressive

load is shown in figm-e 3. The results for wall

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

table 3 and in figures 4 and 5. 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 compressometers were attached to the upper and lower bearing plates. The gage

length of the compressometers was 8 ft K

in.For each of the specimens the concrete cracked in several places. The first cracks

occurred at loads of 26, 20, and 18 kips/ft for specimens CI, C2, and C3, respectively, near

the upper end of each specimen, Ln both the

face and one rib.

24

%20

16

12

8

<o 4.

0

BV 0.2 OA 0,6

laferal def/ecfion in. Figure 5.

Compressvoe load on wall BV.

I/oad-lateral deflection I'open circles) and load-lateral set (solid circles) results for specimens BV-Cl, C'2, and CS. The load was applied 3.33

in. from the inside edge of the ribs. The loads are in kips per foot of actual width of specimen. The deflections and sets are for a gage length

of 7 it 9 in., the gage length of the deflectometeis. Each specimen

deflected toward the outside face.

[5]
Table 3.

Structural properties, wall BV

[Weight, 51.7 lb/ft2]

Load

Compressive

TransverseDoConcentrated

Do.

Impact.

Do.

Racking.

Load applied

/Upper end, 3.33 in. from tlie \ inside edge of the ribs.

Average.

Inside face; span, 7ft 6 in...

Average

Outside face; span, 7 ft 6 in.

Average ...

Inside face

Average

Outside face

.\verage

Inside face; span, 7 ft 6 in..

_

Average

Outside face; span, 7 ft 6 in.

Average

Near upper end.

Average...

Speci- men

desig- nation

TlTSnT5

T6

PIP2

PiPB

PS

Rl

Maxi- mum

height

of drop

7.0

6.0

6.5

6.5

10.0

" 10.0

« 10.0

Maxi- mum

load

' Kips/ff

28.0

36 8 39.5

34.8

lb/ft'491 415

385

430

422

540 406

/6

b !. 000

•> 1. 000

b 1, 000

1= 1, 000

t 1, 000

>> 1, 000

t 1,000

b 1, 000

Kipslfi

^ 5. 56

b 5. 56

b 5. 56

b 5. .56

» A kip is 1.000 lb.

k Test discontinued. Specimen did not fail.

1 Test discontinued. Specimen damaged.

At the maximum loads each of the speci- mens failed by crushing of the inside edges of

the vertical ribs just below the top horizontal

rib and rupturing of the outside face just below

this rib.

3. Transverse Load

Wall specunen BV-T3 under transverse load

is shown in figure 6. The results are shown in table 3 and in figure 7 for wall specimens BVTl, T2, and T3, loaded on the inside face, and

m figure 8 for wall specimens BV-TJ^, T6, and

T6, loaded on the outside face. The transverse loads were applied with the

specimens in a horizontal position. The initial

Figure 6. —Wall specimen BV-T3 under transverse load.

300

^.400

'\300

100

0

• O

• —

a

O

• <D ( ) M JO

» D

!•—

c

do

1 1

rf

0 0.02 0.04 0.06

deflecflon in.

Figure 7.—Transverse load on wall BV, load applied to inside face.

Load-deflection (open circles) and load-set (solid circles) results for specimens BV-Tl, T2, and TS on the span 7 ft 6 in.

[6]
400

=5

'^500

\?00

I

100

o

• < )

J

> o

o • y ' 3 —

T

f o

/

/ > %

By-4

0 0.1 0.2 0.3 0.4

defiedion in.

Figure 8.—Transverse load on wall BV, load applied to outside face.

Load-deflection (open circles) and load-set (solid circles) results for specimens BV-T4, TS, and T6 on the span 7 ft 6 in.

deflection and set readings shown in figures 7 and 8 were taken under a load of about 65

Ib/ft^ caused by the weight of the specimen

between the supporting rollers and the weight

of the loading apparatus.

The loads were applied to the inside edges of

the ribs of specunens Tl, T2, and T3. Each of

these specimens failed by rupture of the concrete transversely across the specimen at or between the loading rollers. For specimens T4, T5, and T6 the concrete

in the longitudinal ribs cracked in several places

between the supporting rollers, the cracks start- ing at the inside edge of the ribs and extending

to about midthickness. The first cracks oc- curred at loads of 170, 219, and 235 Ib/ft^ and

deflections of 0.05, 0.08, and 0.09 in. for speci- mens T4, T5, and T6, respectively. At the

maximum loads each of the specimens failed by

rupture of the concrete in both ribs diagonally

between a supporting roller and the nearest

loading roller, and rupture of the concrete between ribs transversely across the specimen

under this loading roller.

4. Concentrated Load

Wall specimen BV-P4 under concentrated

load is shown in figure 9. The results are shown in table 3 and in figure 10 for wall speci- mens BV-Pl, P2, and P3, loaded on the inside

face, and in figure 11 for wall specimens BVPJ/., P5, and P6, loaded on the outside face. The concentrated loads were applied to the

inside face of specimens PI, P2, and PS between the ribs. There was no measurable in- dentation for any of these three specimens after a load of 1,000 lb had been applied.

The concentrated loads were applied to the

outside face of specimens PJj., P5, and P6, between the side ribs and from 1%, to 2}^ ft from

one end. The indentations after a load of 1 ,000

lb had been applied were 0.000, 0.002, and 0.002

for specimens PJ^., P5, and P6, respectively, and

no other effect was observed.

5. Impact Load

Wall specimen BV-I5 during the impact test

is shown in figure 12. The results are shown in

table 3 and in figure 13 for wall specimens

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

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

and 16, loaded on the outside face. The impact loads were applied to the center

of the inside face of specimens II, 12, and 13,

.\\\\

Figure 9.—Wall specimen BV~P4 under concentrated

load.

[7]
^ 8IJ0 9-

o

T

1T

1•

•

•

1

19

«

•

1•

1L

1

' 0 o.oF 0.04 m

indenfafion in. Figure 10.

Concentrated load ou ivall BV, load applied

to inside face.

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

WOO

=Q 800

I

200 •

1

1 l»

1

1 «»

«

t

©

1»

•

9

•

e

•

BV-4 0 0.02 CM 0.06

inolenfafion in.

Figure 11.

Concentrated, load on wall BV, load applied

to outside face.

Load-indentation results for specimens BV-P^, P5, and P8.

Figure 12.—Wall specimen BV-I5

during the impact test.

[8]
-o— —

1

c —

1—

o

•

4 —oIt

iT11

f

1

' 0 U 0.8 1.2 defleciion in. Figure 13.

Impact load on wall BV, load applied to inside Jace.

Load-deflection (open circles) and load-set (solid circles) results for speci- mens BV-U, 12, and 13 on the span 7 ft 6 in.

the sandbag striking midway between the ribs. At drops of 5, 4.5, and 4 ft and deflections of

0.19, 0.17, and 0.16 in. for specimens II, 12,

and 13, respectively, the outside face of each

specimen cracked transversely across or part

way across the specimen near midspan. At

drops of 6, 5, and 5 ft, respectively, these cracks

opened about y% in. and extended to the inside

edge of the ribs. At the maximum drops each

of the specimens failed by brealdng into two or

three pieces, which were held only by the

reinforcement.

The impact loads were applied to the center

of the outside face of specimens I4, 15, and 16,

the sandbag strildng midway between the ribs. At drops of 4, 3, and 6.5 ft and deflections of

0.21, 0.14, and 0.35 in. for specimens 74, 15,

and 16, respectively, both ribs cracked near

midspan, the crack extending from the edge of

the ribs to the base (intersection with inside

face). At drops of 9.5, 8.5, and 7 ft, respectively, the inside face of each specimen cracked

transversely between the ribs near midspan.

For specimen 14 the set after a drop of 10 ft was 0.055 in., and there were several cracks in

the edges of the ribs. For specimen 15 at a

drop of 9 ft the inside face cracked longitudinally adjacent to both ribs for a length of about

3 ft near midspan, and at a drop of 10 ft these

cracks opened and penetrated to the outside

face. The set after the 10-ft drop was 0.391

in. For specimen 16 at a drop of 8 ft the outside face cracked transversely across the specimen near midspan, the crack extending through

to the inside face; and at a drop of 10 ft there were several cracks in the inside face radiating

from the center of the specimen below where

the sandbag struck. The set after the 10-ft drop was 0.031 in.

6. Racking Load

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

3 and in figure 16. The deformations aad sets for a height of 8

ft were computed from the values obtained from

the measuring-device readings. The gage

length of the measuring device was 6 ft 7 in. For specimens R2 and R3 at loads of 3 and

3.5 kips/ft, respectively, the top rib cracked

10

8

4

2

0

z

1 —

«

mD-0-|

o-o— —o1 -m—

1

o r—

1

1 •—

(

u

BV-4

0.4 0.8 defiedion in.

1.2

Figure 14.Impact load on wall BV, load applied to outside face.

Load-deflection (open circles) and load-set (solid circles) results for speci- mens £1^-/4, IS, and 16 on the span 7 ft 6 in .

[9]
QM 0.04 0.06 deformaiion in./8 f

Figure 16.

Racking load on wall BY.

Loiid-detormation (open circles) and load-set (solid circles) results for specimens B V-Rl, R2, and RS. The loads are in kips per foot of actual width of specimen.

Figure 15.

Wall specimen BV-Rl under racking load.

vertically near the loaded corner, 1% it from

the corner for specunen R2 and 3 ft for specimen RS. The sets after a load of 5.56 kips/ft

had been applied were 0.022, 0.018, and 0.005

in. for specimens Bl, R2, and R3, respectively,

and no other effect was observed.

The description, drawings, and sponsor's

comments were prepared by E. J. Schell and

G. W. Shaw of the Bureau's Building Practice

and Specifications Section, under the supervision of V. B. Phelan, from information fur- nished by the sponsor and from the specimens

themselves.

The structvu-al 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 foUowmg members of the

professional staff: F. Cardile, H. Dollar, M.

Dubin, A. H. Easton, A. S. Endler, C. D.

Johnson, A. J. Sussman, and L. R. Sweetman.

Washington, May 6, 1939.

10

O
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)5 BMS5 Structural Properties of Six Masonry Wall Constructions 15^ BMS6 Survey of Roofing Materials in the Southeastern States 15^ BMS7 Water Permeabihty of Masonry Walls 10(5 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 lOji BMSIO Structural Properties of One of the "Keystone Beam Steel Floor" Constructions Sponsored by the H. H. Robertson Company 10^ 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^ 6MS13 Properties of Some Fiber Building Boards of Current Manufacture 10^ BMS14 Indentation and Recovery of Low-Cost Floor Coverings 10(5 BMSl5 Structural Properties of "Wheeling Long-Span Steel Floor" Construction Sponsored

by the Wheeling Corrugating Company 10^ BMS16 Structural Properties of a "Tilecrete" Floor Construction Sponsored by Tilecrete Floors, Inc 100 BMS17 Sound Insulation of Wall and Floor Constructions 10^ BMS18 Structural Properties of "Pre-Fab" Constructions for Walls, Partitions, and Floors Sponsored by the Harnischfeger Corporation 10(5 BMS19 Preparation and Revision of Building Codes 15^ BMS20 Structural Properties of "Twachtman" Constructions for Walls and Floors Sponsored by

Connecticut Pre-Cast Buildings Corporation 10(5 BMS21 Structural Properties of a Concrete-Block Cavity-Wall Construction Sponsored by the National Concrete Masonry Association 10^ BMS22 Structural Properties of "Dun-Ti-Stone" Wall Construction Sponsored by the W. E. Dunn Manufacturing Company 10(5 BMS23 Structural Properties of a Brick Cavity-Wall Construction Sponsored by the Brick

Manufacturers Association of New York, Inc 100 BMS24 Structural Properties of a Reinforced-Brick Wall Construction and a Brick-Tile CavityWall Construction Sponsored by the Structural Clay Products Institute 100 BMS25 Structural Properties of Conventional Wood-Frame Constructions for Walls, Partitions,

Floors, and Roofs 150

How To Purchase

BUILDING MATERIALS AND STRUCTURES REPORTS

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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,

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

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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.