Bureau of Starxdarda
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

Walter Junge, Federal Housing Administration, Acting Chairman

A. G. Bear,

Veterans' Administration.

Pierre Blouke,

Home Owners' Loan Corporation.

C. W. Chamberlain,

Procurement Division.

Jos. M. DallaValle,

Pubhc Health Service.

Hugh L. Dryden,

National Bureau of Standards.

G. E. Knox,

Bureau of Yards and Docks, Navy

Department.

Charles E. Mayette,

United States Housing Authority.

Vincent B. Phelan,

National Bureau of Standards.

E. A. Poynton,

Bureau of Indian Affairs.

John H. Schaefer,

Procurement Division.

A. C. Shire,

United States Housing Authority.

George W. Trayer,

United States Forest Service.

Elsmere J. Walters,

Quartermaster Corps, War Department.

Sterling K. March,

Secretary.

The program is administered and coordinated by the following staff 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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UNITED STATES DEPARTMENT OF COMMERCE • Danid C. Roper, Secretary

NATIONAL BUREAU OF STANDARDS • Lyman J. Briggs, Director

BUILDING MATERIALS

and STRUCTURES

REPORT BMSll

Structural Properties of the

Curren Fabrihome Corporation's

"Fabrihome" Constructions for

Walls and Partitions

by HERBERT L. WHITTEMORE, AMBROSE H. STANG,

ajtd VINCENT B. PHELAN

ISSUED DECEMBER 2 8, 1 93 8

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 • M^ASHINGTON • 1 93 8

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 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 detailed

description given in each report. The Bureau is responsible for the accuracy of the

test data.

This report covers only the load-deformation relations and strength of the structural elements submitted when subjected to transverse, concentrated, and impact loads

by standardized methods simulating the loads to which the elements would be subjected

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

temperatures and the fire resistance of these same constructions 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 reasons given in reports

BMSl and BMS2. The technical facts on these 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.
Structural Properties of the Curren Fabrihome Corporation's

"Fabrihome" Constructions for Walls and Partitions

by HERBERT L. WHITTEMORE, AMBROSE H. STANG, and VINCENT B. PHELAN

CONTENTS

Page IV. Wall ylP—Continued. Page

8

1 4. Impact load 8

II. Sponsor and product .... 2 V. Partition AQ 8

III. Specimens and tests .... 2 1. Sponsor's statement . . . 8

IV. Wall AP 2 2. Transverse load 8

1. Sponsor's statement . . 2 3. Concentrated load . . . 10

2 4. Impact load 10

(b) Description . . . 2 VI. Sponsor's comments 10

(c) Test frame . . . 3

2. Transverse load .... 4

ABSTRACT

For the program on the determination of the structural properties of low-cost house constructions, the Curren Fabrihome Corporation submitted 18 speci- mens representing their "Fabrihome" constructions

for walls and partitions.

The specimens were subjected to transverse, concentrated, and impact loads. The loads were applied

to both faces of wall specimens. For each of these

loads three like specimens were tested. The defor- mation under load and the set after the load was re- moved were measured for uniform increments 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 tables.

I. INTRODUCTION

In Order to provide teclmical facts on the per- formance 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 are

j described in report BMSl, Research on Building Materials and Structures for Use in LowI Cost Housing/ and that part of the program

I relating to structural properties in report

I BMS2, Methods of Determining the Structural

' Price 10 cents. See cover page II.

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 in report BMS5, Structural

Properties of Six Masonry Wall Constructions.^ Similar tests have been made on woodframe constructions by the Forest Products

Laboratory of the United States Department

of Agriculture, the results of which will be

given in a subsequent report in tliis series. This report describes the structural properties of constructions sponsored by one of the

manufacturers in the building industry. The

specimens were subjected to transverse, concentrated, and impact loads, simulating the

loads to which the elements of a house are subjected. The wall specimens were not subjected to compressive and racking loads be- cause for this construction these loads are

carried by the concrete frame of the building.

In actual service, transverse loads on a wall

are produced by the wind, and concentrated

and impact loads by furniture or accidental

contact with heavy objects. For nonloadbearing partitions, impact loads may be applied accidentally by furniture or by a person

falling agamst the partition, and concentrated

2 Price 10 cents,

s Price 15 cents.

10.3022° —38 [1]
loads by furniture or by a ladder or other

object leaning against the partition.

The deflection and set under each increment

of load were determined except for concentrated

loads. For some of the newer constructions

the deflection and set are important when

judging whether the construction will be satis- factory in a house under service conditions.

II. SPONSOR AND PRODUCT

The Specimens were submitted by the Curren

Fabrihome Corporation, Quincy, Mass., and

represented constructions sold imder the trade

name "Fabrihome." The specimens were manufactured by the Jolmson Metal Products Co.,

Erie, Pa. These constructions consisted of

nonload-bearing panels having welded sheetsteel frames with plywood outside faces and

gypsum-board inside faces for walls and gypsumboard faces for partitions. The panels were

designed to be fitted into a concrete frame and

fastened by springs.

III. SPECIMENS AND TESTS

The Specimens represented two elements of a house wliicli were assigned the following symbols: WaU, AP; and partition, AQ. The

specimens were assigned designations in accord- ance with table 1.

Table 1.

Specimen designations

Element

Wall

Do-..

Do._. Do—

Do... Do...

Partition Do...

Do... Do...

Do...

Construction symbol

AP

AP

AP

AP

AP

AP

AQ

AQ

AQ

AQ

AQ

Specimen

designation

Tt, T2, T3. TU T5, T6. P1,P2,PS<^-

pit,P5,pe<'-

II, 12, IS... H, IB, 16...

Tl, T2 n

P1,P2,PS<'

11,12 n

Load

Transverse.-

do Concentrated

do Impact

do

Transverse do

Concentrated

Impact

....do

Load applied

Inside face. Outside face. Inside face. Outside face. Inside face. Outside face.

"Inside" face.'' "Outside" face.' Either face. "Inside" face. "Outside" face.

» These specimens were undamaged portions of the specimens used

for tile transverse tests.

<> "Inside" and "outside" faces refer to the corresponding faces of a

wall specimen. 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 for determining the price.

Because the constructions were unusual, it was necessary to make minor changes in the

test procedure. Since the wall panels fit into a concrete frame which carries the compressive

and racking loads, the wall specimens were not

tested under these loads. The transverse and

impact loads were applied to the specimens

supported in a steel test frame furnished by the

sponsor to represent the concrete frame of a

building. Transverse loads were applied to the partition specimens at the request of the

sponsor to determine whether the strength of

the fastenings was adequate.

The tests were begun on January 31 and

completed February 7, 1938. The sponsor's

representative witnessed the tests.

IV. WALL AP

1. Sponsor's Statement

(a) Materials

Steel.—Hot-rolled strip, "Bonderized" finish. Welds.

Arc.

Spot.

Paint.

Priming, dark olive-green. Glidden Co.

Aluminum.

Plywood.—Douglas-fir, 3 ply.

Gyjfsum board.—Fireproof wallboard. United

States Gypsum Co.'s "Sheetrock."

Screws.—Self-tapping, % in.. No. 6 (0.138-in.

diam), 18 threads per in., flat countersunk

head, hardened, and plated with cadmium.

Parker-Kaloii Corporation.

Washers.—Steel, diam, 0.049 in.

tliick, plated with cadmium.

Filler.—United States Gypsum Co.

(b) Description

The wall specimens were 8 ft 0 in. high, 4 ft 0 in. wide, and 5}^ in. tliick. Each specimen

consisted of a sheet-steel frame to which the

inside and outside faces were fastened. The

frame had two sheet-steel inner studs. A, as shown in figure 1, and sheet-steel outer studs,

B and C. The ends of the studs were beveled

* Price 10 cents.

[2]
to fit the concrete frame of a house. The webs

of each stud had stiffener angles, D, fastened to the web by spot welds. The studs were fastened

by arc welds to three horizontal cross braces,

E, and the assembled frame was covered with

Figure 1.—M'all specimen AP.

A , inner stud; B, outer stud; C, outer stud; D. stiffener angle; E, cross

brace; F, outside face; G, inside face.

two coats of priming paint applied by spraying.

A plywood outside face, F, and a gypsimi-board

inside face, G, were fastened to the frame by

screws. The faces and the outside of the webs

of the outer studs were covered with one coat of

aluminum paint applied by spraying.

The price of "Fabrihome" wall panels as used in a house is $0.33/ft^. This price includes

phenolic-resin bonded plywood outside faces

and 2-in. rock-wool insulation.

Inner studs.—The inner studs, A, were

channels, 4% by Ys in., 8 ft 0 in. long, with

flanges turned in % in., and formed from sheet

steel, No. 20 United States Standard Gage

(0.0368 in. thick). The webs had three holes,

l)^-in. diam, spaced 3 ft 9 in. on centers, to receive the cross braces.

Outer studs.—The outer stud, B, was a

channel, 4% by lYu in., 8 ft 0 in. long, formed

from sheet steel, No. 20 United States Standard

Gage (0.0368 in. thick). The flanges faced

inward and the web extended % in. beyond the

edges of the faces. In a house it would fit between the flanges of the adjacent panel.

The outer stud, C, was a channel, 4% in. by

1 in., 8 ft 0 in. long, formed from sheet steel,

No. 20 United States Standard Gage (0.0368

in. thick). The flanges faced outward and

were flush with the edges of the faces. Both outer studs had holes, l^-in. diam,

spaced 3 ft 9 in. on centers, to receive the

cross braces.

Stiffener angles.—The stiffener angles, D, were ji by in., 4'%4 in. long, formed from sheet

steel. No. 20 United States Standard Gage

(0.0368 in. thick). Eight angles, spaced about

1 ft 1% in., were fastened by spot welds to the

web of each stud.

Cross braces.—The cross braces, E, were

tubes, l}^-in. diam, 3 ft 11% in. long, formed

from sheet steel, No. 20 United States Standard

Gage (0.0368 in. tliick). The cross braces

extended through the webs of each of the four

studs and were fastened by fillet welds made

by the electric arc process. Outside face.—The outside face, F, was one

piece of plywood, 7 ft 10 in. by 4 ft 0 in. by

% in., fastened to the studs by screws and

washers, spaced 1 ft 6 in. on centers. The

washers and the heads of the screws were

countersunk and pointed with filler. Inside face.—The inside face, 6, was gypsum

board, 8 ft 0 in. by 4 ft 0 in. by K in., fastened

by screws and washers and pointed in the same manner as the outside face.

(c) Test Frame

The test frame is shown in figure 2. The

sides. A, and the ends, B, were steel channels,

6 by 2 by 0.20 in., 8.2 lb/ft, connected at each

corner by a steel corner angle, C, 4 by 3^2 by

% in., 4K in. long, welded to the end and fastened

to the side by two %-in. bolts and aligned by

two ^{e-in. dowel pins. The ends were set at an angle to represent the beveled groove in the concrete frame of a house and each end was

braced by a %-in. tie rod, D, and a strut, E.

The tie rods were tightened by nuts on the

[3]
threaded ends. The stops, F, were angles,

IK by by % in., fastened at each end to the

side channels by bolts. The specimens were placed in the test frame

with the inside face of wall specimens and the

Figure 2. —Test frame.

A, side; B, end; C, comer angle; D, tie rod; E, strut; F, stop; G, spring.

corresponding face of partition specimens bearing against the stops, F. Sheet-steel angles,

1 by by 0.043 in. protected the edges of the

inside faces at each end of the specimens.

Either two or three strips of asphalt roofing,

60 lb/108 ft ^, were placed between the upper

ends of the specimens and the end of the test frame and the specimens were fastened in the

test frame by four wedge-shaped springs, G, one imder each stud. Each spring when

compressed so that the sides were parallel

exerted a force of about 400 lb. The test frame with the frame of a wall

specimen in place is shown in figure 3. The

tongs used for inserting the springs are also shown as well as a strip of the asphalt roofing

used between the upper end of the specimen

and the test frame.

2. Transverse Load

Wall specimen AP-T4 under transverse load

is shown in figure 4. The test frame was supported at each corner by blocks, A, which

raised the lower face of the specimen above the

beam, B. The specimen was supported by the

ends and stops of the test frame and did not

touch the sides. The transverse loads were

Figure 3.

Test frame with the frame of a wall specimen

in place.

applied by the method described in report

BMS2 through plates, C, and loading rollers, D.

The plates and loading rollers did not touch

the test frame. The span was taken as 7 ft 11 in., the length of the specimen midway

[4]
Figure 4. —Wall specimen AP-T4- under transverse load. A, block;B, beam; C, plate; D, loading roller; E, deflection-measuring frame; F, plate; G,

dial micrometer; H, dial micrometer; /, angle.

5S

/20

100

60

^ 60

^ 40

0

•

1 —o-

( -o— ( )

•- u—

O

1 —

o

)

• L

<xy-i -o- i

1 h

i1/

D

AP-/

Figure 5.-

0 02 04 0.6

deflection in.

-Transverse load on wall AP, load applied to inside face.

Load-deflection and load -set results for specimens AP-Tl, T2, and TS. The specimens were supported on a span of 7 ft 11 in. The deflections and sets are for a gage length of 7 ft C in., the gage length of the deflec- tion-measuring frame.

120

100

60

%40

\

0

—•< -•o- —•- 3 • /

—

c

' K)—

(

\J

—•a

7

Jll

0 0.2 0.4 0.6

displacemeni in. Figure 6. —Transverse load on wall AP, load applied to inside face.

Load-displacement and load-set results for specimens AP-Tl, TS, and

T3. The specimens were supported on a span of 7 ft 11 in.

[5]
between the faces. The deflection of each

specimen for a gage length of 7 ft 6 in. was

measured with the deflection-measuring frame

described in report BMS2, section VI-2 (c).

120

100

- dO

%

50

^40

0

o-a

/

•—

—

f

/

T

AN

Figure 7.-

0 04 0.6 12

/o/a/ def/ecf/on in.

'Transverse load on wall AP, load applied to inside face.

Load-total deflection and load-total set results for specimens AP-Tl,

T?, and TS. The specimens were supported on a span ot 7 ft U in. For

each specimen the total deflection for each load is the sum of the deflection

for that load given in figure 5 and the displacement for the same load given in figure 6.

The frame, E, rested on a steel plate, F, on the

upper face of the specimen. The plate, F, did

not touch the test frame. The deflection was

measured by the two dial micrometers, Q.

The deflection for each dial micrometer was

the difference between the reading of the dial

micrometer under load and the initial reading.

The deflection of the specimen was the average

of the deflection for each dial micrometer.

The displacement of each specimen with respect

to the test frame was measured with four dial

micrometers, H, two near each end of the speci- men. The two dial micrometers near each

end were attached to an angle, /, fastened to the sides of the test frame. The spindles of

the dial micrometers were on the same trans- verse line as the supports for the deflectionmeasuring frame and were in contact with the

plate, F. The displacement for each dial- micrometer was the difference between the

reading of the dial micrometer under load and

the initial reading. The displacement of the

specimen was the average of the displacements

for each dial micrometer. The total deflection

for each specimen was the sum of the deflection

and the displacement for each load. The sets after each load had been applied were obtained

in a similar manner. The results are shown in table 2 and figures 5, 6, and 7 for wall specimens AP-Tl, T2, and T3,

loaded on the inside face, and in figures 8, 9, and 10 for wall specimens AP-T4, T5, and T6,

loaded on the outside face. Each of the specimens Tl, T2, and T3 failed by buckling of one or more studs either under

/^o

100

60

-Si

_5

60

0

»

«

-o

7

m—

1

1 JJ

1 u

y

AP.4 0 0.2 0.4

def/ecf/on

0.6

in. Figure 8. -Transverse load on wall AP, load applied to outside face.

Load-deflection and load-set results for specimens AP-T4, T5, and T6. The specimens were supported on a span of 7 ft 11 in. The deflections and sets are for a gage length of 7 ft fi in., the gage length of the deflection- measuring frame.

one loading roller or at the middle cross brace.

In addition, for specimen Tl, some of the springs

slipped out from between the lower end of the

specimen and the test frame.

[6]
120

100

60

^ 60

0

• O

-CD- G f • o / -O

1/>—

a

n

T

JOO

0 02 OA OS

daplacemenf in. Figure 9. —Transverse load on wall AP, load applied to outside face.

Load-displacement and load-set results for specimens AP-T4, T5, and The specimens were supported on a span of 7 ft 11 in.

0

— r\—

:?

• —

i

3r C

~Tj

Jf

kR4

0 0.4 0.3 U

fofal defleclion in. Figure 10. —Transverse load on wall AP, load applied to outside face.

Load-total deflection and load-total set results for specimens AP-TI,,

T5, and T6. The specimens were supported on a span of 7 ft 11 in. For

each specimen the total deflection for each lead is the sum of the deflection

for that load given in figure 8 and the displacem.ent for the same load given

in figure 9. Table 2.

Structural properties of wall AP [weight, 4.. 17 Ib/fi^]

Load

Transverse

AverageTransverse

Average

Concentrated..

Average

Concentrated..

Average

Impact

Average.

Impact-.

Average.

Load applied

Inside face; span, 7 ft 11 inOutside face; span, 7 ft 11 in.

Inside face.

Outside face.

Inside face; span, 7 ft 11 in.

Outside face; span, 7 ft II in.

Specimen desig nation

Tl. TS

T3.

Failure of loaded

face, height

of drop

1.0 1.0

1.0

1.0

(») 8.0

Failure of opposite

face, height

of drop n

6.0

5 0

2.0

3.5 2.0

2. 5

Maximum

height of drop

6.0

5.0

5. 5 5.5

7. 5 7.0 S.O

Maximum

load

95

106

100

110

114 125

116

150

146

145

800

904 825

813

" Did not fail. [7]
For specimens T^, T6, and T6 one or more

studs buckled either under one loading roller or at the middle cross brace, and the two inner

studs shortened and dropped off the stops, F

(fig. 2), of the test frame. In addition, for

FiGUHE 11. —Wall specimen AP-P4, under concentrated

load.

specimens T4 and T5, the lower edge of the

inside face between the studs and the stop

crushed.

3. Concentrated Load

Wall specimen AP-P4 under concentrated

load is shown in figure 11. The results are shown in table 2 and in figure 12 for wall speci- mens AP-Pl, P2, and PS, loaded on the inside

face, and in figure 13 for wall specimens AP-P4,

P5, and P6, loaded on the outside face. Each of the specimens failed by punching

of the disk through the face of the specimen.

4. Impact Load

The results are shown in table 2 and in figure

14 for wall specimens AP-Il, 12, and 13, loaded on the inside face, and in figure 15 for wall

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

outside face. Each of the specimens II, 12, and IS failed

by rupture of the inside face, followed by bending of the middle cross brace and bucklmg of each stud at midspan, and finally, by the specimen being pushed from the test frame. For

specimens // and 12 the outside face also split at one edge near midspan.

Each of the specimens 11^, 15, and 16 failed

by the inside face falling down in pieces, by

buckling of each stud, and finally, by the specimen being pushed from the test frame. For

specimens /4 and 16 the outside face also split at one edge near midspan.

V. PAKTITION AQ

1. Sponsor's Statement

The partition specimens were the same as the

wall specimens, AP, except that both faces were gypsum boards, }^ in. thick.

The price of this construction was $0.245/ft^

100

.<5

I

dO

60

40

20

0

• -t

f\

-J

4•fr•

•

HP-I 0 Q02 DM

indenfafion

ao6

in. Figure 12.

Concentrated load on wall AP, load applied

to inside face. Load indentation results for specimens AP-Pl, PH, and PS.

2. Transverse Load

For the program on the determination of the

structural properties, partitions are not subjected to transverse loads. However, partition

specimens of this construction were subjected

to transverse loads at the request of the sponsor

[8]
to determine whether the strength of the fas- tenings was adequate. Three specimens only

were tested, the load being applied to the "inside" faces of two specimens and to the "outside" face of the third.

The results are shown in table 3 and in figures

16, 17, and 18 for partition specimens AQ-Tl

and T2 loaded on the "inside" face, and in fig- ures 19, 20, and 21 for partition specimen T4,

loaded on the "outside" face. Table 3. — Struct irral properties of partition AQ [weight, 5.10 lb/ ft ^]

Load Loa<i applied Specimen designation

Failure of loaded face, height of dropFailure of opposite

face, height

of drop

Ma.ximum

height of drop

ax iin um

load

Average .

]T1

/( ft ft 100 [n 94

97

Transverse "Outside" face; span, 7 ft 11 in... T4 115

Concentrated - One face.

(PI

tb 145

145

141 Average .

PS

144

Impact

Average

"Inside" face; span, 7 ft 11 in

1.0 1.0

3.5

2.5

4.0 fe:::::::::::::::: 3.0

1.0 3.0 3.5

Impact- . - . . - "Outside" face; span, 7 ft 11 in_ ._. I4 1.0 3.0 4. 0

^soo

lew

^400

•

•

4 r—

—

—

»

1

—

i f —t

A

1•

••

•

AR4

0 0.04 0.0d o./^

inde/^fafion in. Figure 13.

Concentrated load on wall AP, load applied

to outside face.

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

6

5

4

5

I

0^

—a)

—

—

i

- •

)—

/r r

7

1

-d-i

1 • m

/

7/r

fip-l I 4

deflecton 3

in. Figure 14.- 'hnpact load on wall AP, load applied to inside face.

Height of drop-deflection and height of drop-set results for specimens AP-Il, 1'2, and IS. The specimens were supported on a span of 7 ft 11 in. The set, measured to the inside face, is greater than the deflection, measured to the outside face, because the inside face was broken by the impact

of the sand bag.

[9]
Each of the specimens failed by budding of

each stud at the middle cross brace.

3. Concentrated Load

The results for partition specimens AQ-Pl,

P2, and P3, are shown in table 3 and in figure 22,

JO

1^

4

0^

— « • o o

>

•—

/ J

\T

AP-4 Z 4 6

defiedion in. FiGUHE 15.

Impact load on tvall AP, load applied to outside face. Height of drop-deflection and height of drop-set results for specimens AP-I4, IS, and 76. The specimens were supported on a span of 7 ft 11 in. Each of the specimens failed by punching of

the disk through the face of the specimen.

4. Impact Load

Partition specimen AQ-I4 during the impact

test is shown in figure 23. For the program on the determination of the

structural properties, impact loads are applied

to three partition specimens only, because partitions are usually symmetrical about a plane

midway between the faces. For this construction, however, the specimens were not symmetrical, and therefore impact loads were applied to the "inside" face of two specimens and

to the "outside" face of the third.

The results are shown in table 3 and in figure

24 for partition specimens AQ II and 12 loaded on the "inside" face, and in figure 25 for partition specimen AQ-I4, loaded on the "outside"

face. Each of the specimens failed by rupture of the loaded face, falling down of the opposite

face in pieces, and bending of the middle cross brace and the two inner studs at midspan.

VI. Sponsor's Comments

"Fabrihome" panels for walls and partitions were developed by the sponsor as a result of experience with 44 houses built by the sponsor

in 1935 at Rochester, N. Y., using special concrete and steel frames. Panels have been built

and tested for ease of installation, weathering,

methods of sealing the joints, and finishes for the past 3 years at the laboratory of the sponsor.

80

(b 60

J.

^5 40

I^ 20

0

—

•

/ —i

—•^ /

•

>

1

T

V

liOtl 0 0.2 0.4 0.6

deflecfion in. FiGUEE 16. —Transverse load on partition

applied to "inside" face. AQ, load

Load-deflection and load-set results for specimens AO-Tl and T^. The specimens were supported on a span of 7 ft 11 in. The deflections and sets are for a gage length of 7 ft G in., the gage length of the deflection- measuring frame. The standard width of the panels is 4 ft 0 in. The panels for a house differ from the test speci- mens in the following respects: The outside

faces are hot-press phenolic-resin plywood, the

long edges of the inside gypsum-board faces are

[10]
recessed, and the outside wall panels are in- sulated with rock wool 2 in. thick.

The panels are designed to fit into a special

frame, either concrete or steel, built on a masonry foundation. No houses have yet been

built using these constructions. A description

of a proposed type of two-story house follows:

The masonry foundation consists of a rec- tangular outside foundation wall, 8 in. thick,

and 8 reinforced concrete pilasters to support

the columns. The first-story columns are 8- by 12-in. reinforced concrete and the secondstory columns are 3-in. steel pipes, anchored

in the concrete columns. The concrete columns

are set inside the front and rear walls approximately 2 ft 6K in. from the outside face of the

wall to the centers of the columns, and the end

columns are centered on the end walls. The

120

CM

\

(0

80

60

40

20

0

t

\

0 0.2 0.4 0.6

disp/acemenf in.

Figure 17. —Transverse load on partition AQ, load applied to "inside" face.

Load-displacement and load -set results for specimens AQ-Tl and TS. The specimens were supported on a span of 7 ft 11 in.

columns are connected to the first and second

floors which are 6-in. reinforced concrete. The

edges of the floors have beveled grooves to receive the panels. The roof rafters and ceiling

joists are supported by 12-in. light I-beams,

which in turn are supported by the pipe columns.

The wall panels are set in the grooves and

asphalt-roofing gaskets are inserted between the

upper ends of each panel and the groove.

Gaskets are also inserted between the edges of

120

^100

Q) 60

(n

^ 40

I^

20

0

— /

1—

1

1/

0 0.4 0.8 1.2

foial of&flecfion in.

FiGITRB 18.- -Transverse load on partition AQ, load applied to "inside" face.

Load-total deflection and load-total set results for specimens AQ-Tl

and T2. The specimens were supported on a span of 7 ft 11 in. For

each specimen the total deflection for each load is the sum of the deflection

for that load given in figure 16 and the displacement for the same load given in figure 17.

adjacent panels. Each panel is fastened by

springs inserted at the lower end under each

stud.

The opening at the lower end between the

panels and the groove is sealed with asphalt

mastic. The vertical joints between the edges

of the outside faces of the panels and the horizontal joints at the upper ends of the outside

faces are calked with plastic filler. Batten

strips cover the vertical joints. The recessed

joints between the edges of the gypsum-board

inside faces are covered by a special perforated

joint tape laid in and covered by a special

cement, then troweled smooth and sanded.

The first-story wall panels on the front of the

house are set in in. for a 4-in. brick veneer.

[11]
120

<3

80

(b 60

CO

AO

20

0

T•

/•

AQ-4

120

0 0,2 OA 0.6

defleciion in.

FiGTTRB 19. —Transverse load on partition AQ, load applied to "outside" face.

Load-deflection and load -set results for specimen AQ-T4. The speci- men was supported on a span of 7 ft 11 in. The deflections and sets are

for a gage length of 7 ft G in., the gage length of the deflection-measuring frame.

100

80

60

40

20

<

-9—

1

T

7

J

0 0.2 0.4. 0.6

displacemeni in.

Figure 20. —Transverse load on partition AQ, load applied to "outside" face.

Load-disp!acem.ent and load-set results for srecimen AQ-TJf. specimen was supported on a span of 7 ft 11 in. The

JO

80

60

20

0

—

•

1

/ —

/

< r

- T

u

0 0.4 0.8 1.2

tofa/ c/e-ffech'on in. Figure 21.—Transverse load on partition AQ, load applied to "outside" face.

Load-total deflection and load-total set results for specimen Ti. The

specimen was supported on a span cf 7ft 11 in. The total deflection for each load is the sum of the deflection for that load given in figure 19 and

the displacement for the same load given in figure 20.

/20

100

59

60

>3•I 60

%40

\

\ 20

Ok

• L1

T

1

•r

»

0 0.02 0.04

indenfation

om

in. Figure 22.

Concentrated load on partition AQ.

Load-indentation results for specimens ^Q-Pi, Pt, and PS.

12
Figure 23.

Partition specimen AQ-I4 during the impact test.

, y- — —0- —

-0

1

—

1 /»

—

/

1 y

• •

'0 2 4 6

c/ef/ecf/on in. Figure 24.

Impact load on partition AQ, load applied

to "inside" face.

Height of drop-deflection and height of drop-set results for specimens AQ-Il and 12. The specimens were supported on a span of 7 ft 11 in.

3; 5

^ 2

1^ /

0^.

Figure 25.

1

•/

—y—

1 — ' 6—

>

J— / ^—

Y Aa-4- 2 4 6

defleciion in.

- Impact load on partition AQ, load applied to "outside" face.

Height of drop-deflection and height of drop-set results for specimen

AQ-H. The specimen was supported on a span of 7 ft 11 in.

[13]
There is a K-in. air space between the veneer and the "Fabrihome" panels.

Openings for standard door and window

frames are cased with sheet-steel channels. The

finish floor may be either wood block or asphalt

tile cemented to the concrete floor or wood

flooring laid on sleepers. Electric wiring is carried in a sheet-steel baseboard.

For this construction it is necessary that the

dimensions of the concrete frame be accurate,

therefore, a system of sectional steel forms has

been developed.

The sponsor supplied the information contained in the sponsor's statement. The description and drawings of the specimens were

prepared by E. J. Schell and G. W. Shaw of the

Building Practice and Specifications Section,

under the supervision of V. B. Phelan, from this information and from the specimens themselves.

That Section also cooperated in the preparation

of the report.

The experimental data were obtained from

tests made by the Engineering Mechanics Section, imder the supervision of H. L. Whittemore

and A. H. Stang, with the assistance of the

following members of the professional staff: F. CardUe, R. C. Carter, H. Dollar, M. Dubin,

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

Washington, August 12, 1938.

o

[U]
The National Bureau oj Standards was established by act of Congress, approved

March 3, 1901, continuing the duties of the old Office 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

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