•bureau ^,
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 Government 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 Jtjnge, Chairman. Arthur C. Shire, Vice Chairman.

Federal Housing Administration. United States Housing Authority.

Sterling R. March, Secretary.

Albert G. Bear,

Veterans' Administration.

Pierre Blouke,

Federal Home Loan Bank Board.

Carroll W. Chamberlain,

Procm-ement Division (Treasury).

Joseph M. DallaValle,

Public Health Service (Federal Security

Agency).

John Donovan,

Farm Security Administration (Agriculture).

George E. Knox,

Yards and Docks (Navy).

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. 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 SiHcate 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 BMS27

Structural Properties of "Bender Steel Home"

Wall Construction Sponsored by

The Bender Body Company

hy HERBERT L. WHITTRMORE, AMBROSE H. STANG^

and VINCENT B. PHELAN

ISSUED OCTOBER 13, 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

Tliis 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 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 smudating 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 which arcliitects and engineers can determine whether a construction

meets desired performance requirements.

Lyman J. Briggs, Director.

[ii]
Structural Properties of "Bender Steel Home" Wall Construction

Sponsored by The Bender Body Company

by HERBERT L. WH ITT E MOR E , AMBROSE H. STANG, and VINCENT B. PHELAN

C O N T

Page

Foreword ii

I. Introduction 1 II. Sponsor and product 2

III. Specimens and tests 2 IV. Wall AV 2

1. Sponsor's statement 2

(a) Materials 2

(b) Description 3

(1) Four-foot wall specimens 3

(2) Eight-foot wall specimens fi

ABSTRACT

For the program on the determination of the structural properties of low-cost house constructions, The

Bender Body Co. submitted 21 specimens representing

their "Bender Steel Home" 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 which might be

used in low-cost houses, to discover promisingconstructions, and ultimatelj^ 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 are described in report BMSl, Research on Building Materials and Structures for Use in LowCost Housing, and that part of the program

E N T S

Page IV. Wall A y—Continued.

I. Sponsor's statement—Continuerl

(c) Comment 7

2. Compressive load 8

3. Transverse load 9

4. Concentrated load 11

5. Impact load 12

6. Racking load 13

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 v/hich the behavior in service is generally known. These

data are given in report BMS5, Structm-al

Properties of Six Masonry WaU 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.

Tliis present report describes the structural

properties of a wall construction sponsored by

one of the maniifacturers in the building

industry. The specimens were subjected to compressive, transverse, concentrated, impact,

and racking loads, simidating loads to which

the walls of a house are subjected. In actual

service, compressive loads on a wall are pro- duced by the weight of the roof, second floor and second-story walls if any, furniture and

158694°—.39 [1]
occupants, 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. The deflection and set under each increment

of load were measured because the sidtability

of a wall consti'uction depends in part on its resistiince 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 Bender

Body Co., Elyria, Ohio, and represented a

wall constriiction marketed under the trade

name "Bender Steel Home." This construction consisted of sheet-steel studs and outside

face, and fiber insulating board inside face,

with additional fiberboard insulation between

the faces.

III. SPECIMENS AND TESTS

The wall construction was assigned the

symbol AV, and the specimens were assigned

the designations given in table 1.

Table 1.

Specimen designations, wall AV

Specimen de.signation

CI. C2, C3. . Tl, TS, T3. - T/„ T5, T6.. PI, PS, PS'.

P.i, Po, P6 >. 11, IS. IS U, IS, 16 Rl, m,

Ri, RS, i:6\

Compressive.

Transverse

---_do Concentrated. do Impact

do Racking

do

Load applied

Upper end.

Inside face. Outside face. Inside face. Outside face. Inside face. Outside face. Upper end. Do.

" These specimens were undamaged portions of the transverse speci- mens.These three specimens had diagonal braces in one-half of the .specimen. The specimens were tested in. accordance

with BMS2, Methods of Determinmg 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 bests, particularly the loaddeformation graphs.

For the compressive test the thickness of the wall was taken as the thickness of the

structural portion only, that is, the thickness

from the outside face of the wall to the inside

edge of the studs. The compressive load was

applied one-third this thickness from the inside

edge of the studs.

The tests were begun March 24, 1938, and

completed April 5, 1938. The sponsor's repre- sentative witnessed the tests.

IV. WALL AV

1. Sponsor's Statement

(a) Materials

Steel. —Nickel-copper alloy sheets; tensile strength, 79,000 Ib/in^; yield point, 66,000

Ib/in^; elongation in 2 in., 27 percent. The

Youngstown Sheet and Tube Co.'s "Yoloy."

The chemical composition of the steel is given in table 2. The steel was prepared for paint by the "Metal Prep" process.

Table 2.Chemical composition of the steel, wall AV

Eli-ment

Content

Minimum Maximum

Carbon _ Percent Percent

n. 12

.fiO .04 .05

2. on

1.10

Manganese -- -.- i - Phosphorus ...\. . Siilfnr 1 ... Nickel -- 1. 50 Copper 0.90

Bolts. Machine, % in., 16 threads per in., 1 in. long, hexagon head, "Yoloy" steel, cadmium

plated; with hexagon nut and SAE standard

lock washer, cadmium plated.

Machine, % in., 16 threads per in., 2)^ in. long, hexagon head, "Yoloy" steel, cadmium

plated; with hexagon nut and SAE standard

lock washer, cadmium plated.

Stove, }i in., 40 threads per in., % in. long,

round head, "Yoloy" steel, cadmium plated;

with No. 8 SAE standard lock washer, cadmium plated.

Rivets.

K-in. diam,

"Yoloy" steel.

/4-in. diam,

"Yoloy" steel. %-in. diam, 5 "Yoloy" steel.

in. long, button head,

in. long, button head,

. long, countersunk head,

[2]
FlGUBE 1.

Four-fool wall tipcc/iiicn A V.

A, studs; B, sill; C, wall plate; I>, insulation; £, outside lace; F, fascia;

G, inside face; //, filler.

Screw nails.—1% iii., hardened, cadmium

plated.

Wood.—Nailing strips, fillers, western hemlock, S4S (surfaced four sides).

Fibe?' insulating board.—Cane-fiber, % in.

tliick. Celotex Corporation's "Celotex Buildhig Board."

Asphalt mastic.

Nails.

Casing, Iji in. long, No. 14 steel \vii-e (0.080-m. diam).

Conmion, 7d, cut to % in. long. No. 11

K

steel wire (0.113-in. diam).

Filler strip. —Wood-fiber, Ys hi. thick. Masonite Corporation's "Masonite Tempered

Presdwood."

Roofing felt. —Rag-base, satm-ated with as- phalt; weight, 30 lb/100 ft^ Calking compound.

Paint.

Oil, priming, red oxide.

Oil, iiiKh'Tcoatei', gray. E. 1. (hi I'mit de

Nemours & Co., Inc. Aluminum, baked at 180° F. Casein, light-tinted.

Welds.-~Arc, manual.

(h ) I)( sel l jdion

(1) Four-foot wall S2jecimens. —The 4-ft wall specimens were 8 ft 2 in. liigh, 4 ft 0 in. wide, and 5% in. thick. Each specimen had two

sheet-steel studs. A, shown in figures 1 and 2, fastened to a sheet-steel sill, B, and to a sheetsteel wall plate, C, by clip angles. Fiberboard

insulation, D, was set in grooves in the sides of the studs, with an air space between it and the

outside face. The outside face consisted of channel-shaped sneet-steel panels, E, one full panel in the center and two half panels at the

edges of the specimen. The half panels were

cut from full panels. The flanges of the panels were fastened in grooves in the outside edges of

Figure 2.

Details of wall specimen .41'. A, stud; B, sill; C, wall plate; D, insulation; E, outside face; fascia; V, inside face.

[3]
the. studs. A sheet-steel fascia, F, was fastened

by screw nails to a wood nailing strip wliich was

in turn fastened to the wall plate by screw nails. The inside face, G, was fiber insulatmg board

fastened by l^-in. casing nails to wood nailing

strips in the studs. The faces and insulation were siipported at the edges of the specimen by

wood fillers, H. The edges of the outside face were fastened to the fillers by screw nails and

the edges of the inside face by l^-in. casing

nails. The edges of the insulation fitted into

grooves in the fillers. All steel parts were covered with one coat of

oil priming paint and one coat of oil underFiGTjRK 4.

Sill and clip angles.

coater applied by dipping. The studs, sill, and

wall plate were given an additional coat of aluniiniun paint applied by dipping and then

bakmg at 180° F. The inside face was covered

with one coat of casein paint applied with a brush.

The price of tliis construction in Washington,

D. C, as of July 1937 was $0.60/ft^

Studs.-—The studs, A, were 8 ft VYie in. long,

and spaced 2 ft 0 in. on centers. The details of the studs are shown in figure 3. Each stud was

formed from two like pieces of sheet steel, No.

18 U. S. Std. Gage (0.049 in. thick), fastened by

diam, % in. long, spaced 1 ft
6 in. along the center line of the web. There

were six additional rivets, ji-m. diani, 1% in. long, spaced 1 ft 6 in. on centers, to receive

slots in the flanges of panels, E. A groovedwood nailing strip engaged the turned-in edges

of the inside flanges of the studs and was fast- ened by 7d common nails, spaced 10 in., and

driven through the sides of the flanges.

Sill.—The sill, B, was formed from sheet steel,

No. 12 U. S. Std. Gage (0.1072 in. thick).

The dimensions are given in figure 4. The sill was fastened to each stud by two clip angles,

1% by 1% in., 3 in. long, formed from sheet

steel, No. 8 U. S. Std. Gage (0.1685 in. thick).

Both angles were fastened to the stud by two

%-m. bolts, in. long, with nuts and lock

washers. Each clip angle was fastened to the

sill by two rivets, %-m. diam, with the counter- sunk heads on the underside of the sill. Wall plaie.—The wall plate, C, was formed

from sheet steel, No. 18 U. S. Std. Gage (0.049

in. thick). The dimensions are given in figure

5. The wall plate was fastened to each stud

by two clip angles. The clip angles were like those wliich fastened the sill and were fastened

to the studs in the same manner. Each clip

angle was fastened to the wall plate by two

Ys-in. bolts, 1 in. long. Only one of the two

bolts (or holes) for each clip appears in figures

1, 2, 5, and 6, because the other is hidden by the

vertical portion of the wall plate nearest the

reader.

Insulation.-—The insulation, D, was three

fiber insulating boards, in. thick. The

center board between the studs was 8 ft 2%fi in. by 1 ft 11}^ in. The two outer boards were

Figure 5. —Wall plate, C, and fascia, F.

each 8 ft 2%f, in. by 11 Kg in. The edges and

the faces of the board were covered with as])]ialt

mastic for a distance of Yz in. from the edges.

The lower edges of the boards were protected

by sheet-steel channels %(; by % in.. No. 20 U. S. Std. Gage (0.0368 in. thick), resting on the sill. The vertical edges of the boards fitted into

grooves in the studs and in the wood fillers. The

upper edges fitted into a groove between the

wall plate and the wood strip back of the fascia. Outside face. —The outside face, E, was

formed from sheet-steel channel-shaped panels.

No. 18 U. S. Std. Gage (0.049 in. thick). The

center panel, between the studs, was 1 ft 11%

in. by IY2 in., 8 ft 5Xr. in. long, with upper and

lower ends molded, and with the flanges doubled

back on themselves for lYm in. Each flange

had six /s-in. diagonal slots, spaced 1 ft 6 in. on centei's. The half panels were made from

standard panels by cutting along the vertical center line. The flanges of the panel and of the two half panels fitted into the grooves in

the outside edges of the studs, the diagonal

slots engaging the shanks of the rivets which

extended through the studs. The panels were

insulated from the studs by strips of roofing

felt, 8 ft 2 in. by 1% in., bent around the edges

and protected by sheet-steel angles, 1 hj Y2 in., 8 ft 2 in. long. No. 20 U. S. Std. Gage

(0.0368 in. thick). A fiberboard filler strip,

lYi by Y& in., 8 ft 2 in. long, was wedged between

the flanges to make a tight joint. This joint was pointed with calking compound. The

panels were fastened to the sill, B, by seven

}^-in. stove bolts, spaced about 7% in. The

outer edges of the half panels were fastened to

[5]
Figure G. —Eight-foot braced wall specimen AV.

I, diagonal brace.

the wood fillers, H, by screw nails, spaced 4 in. The underside of the upper and lower molded

ends had K-in. breather holes, two in each full- size panel, to ventilate the air space between

the insulation and the outside face. Fascia.—The fascia, F, was an angle, as shown in figure 5, 4 ft 0 in. long formed from

sheet steel, No. 18 U. S. Std. Gage (0.049 in. thick). The angle between the flanges was

about 135°. The fascia was fastened to a wood

support the edges of the insulation, D. The

fillers supported the overhanguig edges of the

specimens but are not used ui a house.

(2) Eight-foot wall specimens.—The 8-ft wall specimens were 8 ft 2 in. high, 8 ft 2 hi. wide, and 5% in. thick. The specimens were

similar to the 4-ft specimens except for the

followmg details. In each specimen there were

five studs, spaced 2 ft 0 in. on centers, fastened

to a contmuous sill and a continuous wall plate,

strip, % by IK in., 4 ft 0 in. long, by screw nails, each 8 ft 5% in. long. The outside face con- spaced 4 m. The wood strip was fastened in

the same manner to the wall plate.

Inside face.—The inside face, G, was a fiber insulating board, 8 ft 1 in. by 4 ft 0 in. by % in., fastened by 1 ii-in. casmg nails, spaced 6 m., to the wood nailing strips in the studs.

Fillers.—The wood fillers, H, were % by 5}^ in., 8 ft l^Yu in. long, with K- by )^-in. grooves to

sisted of four sheet-steel panels. The insulation was four fiber insulathig boards, 8 ft 2^6 in. by

1 ft 11^^ in. The inside face was two fiber insulating boards, 8 ft 1 in. by 4 ft 0 in., having

a vertical joint on the center stud. There were no wood fillers because there was a stud at each

edge. Specimens R4, RS, and R6 each had two

diagonal braces, /, shown in figure 6, in one half
of the specimen. The braces were 6 in. wide

and were formed from sheet steel, No. 20 U. S. Std. Gage (0.0368 in. thick). Each brace had a

rib, 2 in. wide and 1 in. deep, along the center

Ime. The braces were fastened to the studs by

arc welds. There were no braces in specimens

Rl, R2, and R3

(c) Comments

The "Bender Steel Home" is designed to be

erected on a concrete-block foundation wall on

a concrete spread footing. The top of the

foundation wall is first covered with asphalt

mastic and then the sills are fastened to it by

^8-in. anchor bolts, spaced about 8 ft. The

studs, wall plates, insulation, and faces of the

24.

CO .^20

Co

16

12

8

oo 0

—

*

-•— —

o

O -o— o

c )

/•

11•

11•—

1

1'7

Y

41/ Q 0.04 0.08 0.12

shorfenincj //n. Figure 8.

Compressive load on wall ^1

FiGUKE 7. all specimen AV-Cl under compressive

load.

Load-shortening (open circles) and load-set (solid circles) results for specimens AV-Cl, C2, and CS. The load was applied 2.46 in. from

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

walls are assembled during erection, except

that the frames having diagonal braces are

fabricated at the factory. One braced frame

is placed in each w.nll at each corner. Corner

panels project 1 in. from the wall panels.

Openings for standard door and window

frames are cased with sill and lintel zees fastened

to the studs by clip angles. Sheet-steel trim

is fastened to the frames with screw nails. The floors are sheet-steel panels restmg on

the foundation wall. Partitions, roofs, and

ceilings are conventional wood-frame construction. The ceiling joists and roof rafters are supported by brackets fastened to the wall

plate directly above the studs by the same

bolts fastening the plate to the clip angles.

These brackets are 7 }8 by 1% by 3% in., formed

from sheet steel. No. 8 U. S. Std. Gage (0.1685

in. thick). The roof is covered with composition roofing. Ceilmgs are insulated by

4-iii. rock-wool batts placed between the

joists. The inside faces of the walls and both

faces of partitions are fiber msulating boards

[7]
24-

20

16

^ 12

8'

.1

Co

CI)

o

0^.

• —•-^ •

O

1

1

• -o— —

a

o

1 —

» -

\ Q

y

0 0.2 OA 0.6

laieral def/ech'on in. Figure 9.

Compressive load on wall AV.

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

2.46 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

7 ft 6 in., the gage length of the deflectometers.

finished with casein paint. The outside faces

of the walls are finished with oil pamt.

Chimneys are heavy-gage enameled iron

with 1 in. of asbestos insulation enclosed by

galvanized-steel jackets.

2. Compressive Load

Wall specimen AV-Cl under compressive

load is shown in figure 7. The results for wall

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

table 3 and in figures 8 and 9. Specimen CI was tested with the wood fillers, H (fig. 1), intact. For specimens C2 and C3

the fillers were cut transversely in two places

about 1 in. apart near midheight, and the pieces

of wood between the saw cuts were removed.

In addition, for specimen CS, the screw nails

which held the edges of the outside face to the

fillers were removed.

The compressive loads were applied 2.46 in. from the inside face. The shortenhigs and sets

shown in figure 8 for a height of 8 ft were computed from the values obtained from the compressometer readings. The compressometers

were on the studs. The gage length of the compressometers was 7 ft 6 in.

Table 3.Structural properties, wall AV

fWeight (without wood fillers), 7.24 lb/ft* for all specimens except RJ,, RS, and RS ;7.97 Ib/ft^ for these three specimens]

Load

Compressive -

Transverse.

Do.

Concentrated

Do.

Impact.

Do.

Load applied

Upper end, 2.46 in. from the inside

face."

Average.

Inside face; span. 7

ft 6 in.

Average.

Outside face; span,

7 ft 6 in.

Average.

Inside face.

.\verage

Outside face...

Average.

Inside face; span, 7

ft 6 in.

Average.

Outside face; span,

7 ft 6 in.

Average

Racking ' Near upper endAverage...

CIC2

CS

PA

P5pe

RlR2

Do Near upper end ! R5

Re

Average

O o

1.5

1.5 1.5

dlO.O

dlO.O

6^

dlO.O

dlO.O

<110.

0

<i]0.0

dlO.O

10.0 7.0

« For the compressive load the thickness of the specimens was taken as

5!.8 in., that of the structural portion only.

! A kip is 1,000 lb.

' Test discontinued. Specimen did not fail.

<• Face did not fail.

« Test discontinued. Specimen damaged.

[8]
For specimen C2 at a load of 13 kips/ft a

rivet in the web of one stud sheared. At the

maximum loads each of the specimens failed by

buckling of both studs near midheight. The

joints between the panel and the half panels

opened slightly.

3. Tkansvkkse Load

Wall specimen AV-Tl under trajisverse load

is shown in figiire 10. The results ai'e shown in

table 3 and iv figure 11 for wall specimens

AV-Tl, T2, and T3, loaded on the inside face,

600

CM

=9

400

1 100

0

» • o, •

f «I

1•

>

/•

• c M /II/-/ 0 0.4 0.8 1.2

cfef/ecfion in.

Figure 11. —Transverse load on wall AV, load applied

to inside face.

Load-deflection (open circles) and load-set (solid circles) results for speci- mens AV-Tl, T2, and T3 on the span 7 ft 6 in.

600

4-00

1200

\

\ioo

0

•

»

o

f m

I1

1 •

H

AV-i 0 0.4 0.8 1.2

defleciion in. Figure 12. —Transverse load on wall AV, load applied

to outside face.

Load-deflection (open circles) and load-set (solid circles) results for speci- mens ^V-Ti, Ti. and T6 on the span 7 ft 6 in.

[9]
Figure 13. —Wall specimen AV-P6 under concentrated load.

0*

• • 4

•r

7

•

fc—

4V-I 0 0.04 0.08 0.12

indenfafion in. Figure 14.

Concentrated load on wall AV, load applied

to inside face.

Load-indontation results for specimens AV-Pl, P2, and PJ.

1000

^800

o

600

0

—•- -•— /

•-•

•

-V

-•—

»

/ -•—

/

a

•

1•—

AV-4 0 0.1 0.2 0.3

jndenfahon in. Figure 15.

Concentrated load on wall AV, load applied

to outside face.

Load-indentation results for specimens AV-P4, PS, acd P6.

[10]
9:

10

8

6

4

2

0^

/ —

— •

•

/

1 1 m— —

1

>

2

•

1

I 2 5

defleciion in.

I'^iGURE 16.

Impact load on wall AV, load applied to inside face.

Jleight of drop-clofli'rtion (open circles) and hoight of drop-set (solid

circles) results for specimens AV-Il, U, and 13 on the span 7 ft C in.

and ill figure 12 for wall specimens AV~T4, T6,

and T6, loaded on the outside face. Specimen TJ+ was tested with the wood fillers, H (fig. 1), intact. For specimens Tl, T5, and

T6 the fillers were cut transversely in two

places about 1 in. apart at midspan and the

pieces of wood between the saw cuts were re- moved. For specimens T2 and T3 the fillers were removed.

Each of the specimens failed by continued

bending with no increase in load. For speci- mens T2 and T3 there was slight buckling of the studs. For specimen one wood filler broke before the maxinuim load was reached;

the other did not fail.

4. Concentrated Load

Wall specimen AV-P6 under concentrated

load is shown in figure 13. The results are shown in table 3 and in figure 14 for wall

specimens AV-Pl, P2, and PS, loaded on the

inside face, and in figure 15 for wall specimens

AV-P4, P6, and P6, loaded on the outside face.

The concern trated loads were ap|)lie(l to the

inside face of specimens PI , P2, and PS midway

between the two studs and about 1 ft from one

end of the specimen. Each of the specimens

PI, P2, and PS failed by punching of the disk

tlii'ough the loaded face of the specimen.

The concentrated loads were applied to tlie outside faces of specimens P4, P5, and P6 between the studs and about 1 ft from the lower

end of the specimen. For specimens P4 and

P6, after a load of 800 lb had been applied, the

sheet steel of the outside face buckled upward

under the disk giving a smaller set reading than was obtained after the previous increment of load, and resulting in a reversal of the load-set curve, as showii in figure 15. For specimen

the indentation after a load of 1,000 lb had

been applied was 0.308 in., and there was a crack in the outside face at a joint near the

lower end of the specimen. The indentations

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

0.132 and 0.367 in. for specimens P5 and P6,

respectively, and no other eft'ect was observed.

10

8

-•- "I

7

T

-•—

>••T

/

/•

I

1•

1•—

{

\7 AV-4 0 I 2

def/ecfion

3

in.

FiGUEE 17.Impact load on wall AV, load applied to outside face.

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

circles) results (or specimens AV-Ii, 15, and 16 on the span 7 ft 6 in.

[11]
5. Impact Load

The results are shown in table 3 and in figure

16 for wall specimens AV-Il, 12, and 13, loaded on the inside face, and in figure 17 for wall

specimens AV-I4, 15, and 16, loaded on the

outside face. The specimens were tested with the wood

fillers, H (fig. 1), intact.

The impact loads were applied to the center of

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

sandbag striking midway between the studs.

At a drop of 1 ft the mside face of each specimen

cracked where the sandbag struck, and at 1.5

ft the inside face failed, the sandbag brealdng

through the inside face and striking the insulation. Subsequent set readings were taken to the insulation and corrected for the change of datum. The sets after a drop of 10 ft were

1.15, 1.25, and 1.93 in. for specimens II, 12,

and 13, respectively, and the studs and outside

faces did not fail; but for specimens II and 13

the outside face was slightly buckled, and the

calking in the joints was cracked.

The impact loads were applied to the center

of the outside face of specimens J^, 15, and 16,

the sandbag striking midway between the studs.

For specimen 14 at a drop of 4 ft the inside

face separated noticeably from the studs, and

at 5 ft the outside (loaded) face started to buclde. The set after a drop of 10 ft was 0.70

in., and no other effect was observed. For

specimens 15 and 16 at a drop of 4.5 ft the

outside (loaded) face started to buckle; at drops

of 6 and 6.5 ft, respectively, the inside face

separated about 0.5 in. from the studs; and at 10 and 7 ft, respectively, the inside face failed

Figure 18. —Wall specimen AV-R3

under racking load.
by separating completely from the studs. The

sets after a drop of 10 ft were 1.24 and 0.57 in. for specimens 16 and 16, respectively, and the

studs and outside face did not fail.

6. Racking Load

Six wall specimens were tested under racking

load. Specimens AV~R1, R2, and R8 had no

braces, whereas specimens AV-RJi., R5, and

R6 had diagonal braces in one-half of each

specimen, as shown in figure 6. The load was

applied to the upper ends of the specimens at the left edge, as shown in figure 6. Wall specimen AV~R3 under racking load is shown in figure 18. The results are shown in table 3 and in figure 19 for wall specimens

AV-R2 and R3 and in figiu'e 20 for wall speci- mens AV-R4, R5, &ndR6. The results for wall

specimen AV-Rl are not shown in figure 19

because the readings were erratic. The deformations and sets for a height of

8 ft shown in figures 19 and 20 were computed

from the values obtained from the measuringI

<Dm—

n

u

6—

0

deformation in./8ff

FiGtTRE 19.

Racking load on wall AV, unbraced speci- mens.

Load-deformation (open circles) and load-set (solid circles) results for specimens AV-Rg and RS. The loads are in kips per foot of actual width of specimen.

/.2

0.S

^0.4

0

» I ) —

-o-

/

rO O

—

o —

a

mAjtr o

o

1 —

1

-AA

O

r

)

11 M

0/23

deformafion inJSfi

Figure 20.

Racking load, on wall AV, with diagonal

brace>^. Load-deformation (open circles) and load-set (solid circles) results tor specimens AV-Ri, R5, and R6. The loads are in kips per foot of actual width of specimen.

device readings. The gage length of the

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

device was 7 ft 7 K in. Each of the specimens Rl , R2, and R3

failed by vertical displacement of the panels

of the outside face at the joints, and by rupture

of some of the bolts which fastened the lower

end of the panels to the sill. Nails fastenhig

the inside face to the stud at the stop pulled

through the edge of the inside face at the

upper end of the specimen.

Each of the specimens R4, R5, and R6 failed

by vertical dis])la cement of the panels of the

outside face at the joint, rupture of some of the

bolts which fastened the lower end of the

panels to the sill, and buckling of the diagonal

braces. Nails fastening the inside face to the

stud at the stop pulled through the edge of the

inside face at the upper end of the specimen.

The sponsor supphed the information contained in. the sponsor's statement. The de-

[13]
scription and drawings of the specimens 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 this information and from the specimens

themselves.

The structural properties were determmed by

the Engineering Mechanics Section, undei' tlxe

supervision of H. L. Whittemore and A. H.

Stang, with the assistance of the following

members of the professional staff: F. Cardile,

K. C. Carter, H. DoUar, M. Dubin, A. H.

Easton, A. S. Endler, C. D. Johnson, A. J. Sussman, and L. R. Sweetman.

Washington, May 1], 1939.

o

[14]
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