U. S. DEPARTMENT OF COMMERCE

BUILDING

MATERIALS

AND

STRUCTURES

REPORT BMS48

Structural Properties of

"Precision-Built" Frame Wall

and Partition Constructions

Sponsored by

the Homasote Co.

by

HERBERT L. WHITTEMORE

and AMBROSE H. STANG

with the collaboration of

George E. Heck

Forest Products Laboratory

if:

NATIONAL

BUREAU OF STANDARDS
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. A. 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 (Federal Loan Agency).

Carroll W. Chamberlain,

Public Buildings Administration (Federal Works Agency).

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 Maintenance Mechanical Equipment

Carroll W. Chamberlain Charles Peters Robert K. Thulman

NATIONAL BUREAU OF STANDARDS

STAFF COMMITTEE ON ADMINISTRATION AND COORDINATION

Hugh L. Dryden, Chairman.

Mechanics and Soimd.

Phaon H. Bates, Gustav E. F. Lundell,

Clay and Silicate Products. Chemistry.

HoBART C. Dickinson, Addams S. McAliister,

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.

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

NATIONAL BUREAU OF STANDARDS • Lyman J. Briggs, director BUILDING MATERIALS

and STRUCTURES

REPORT BMS48

Structural Properties of "Precision-Built" Frame Wall

and Partition Constructions

Sponsored by the Homasote Co.

by HERBERT L. WHITTEMORE and AMBROSE H. STANG

with the collaboration of

George E. Heck

Forest Products Laboratory

Forest Service, United States Department of Agriculture

ISSUED MAY 13, 1940

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

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

be construed accordingly.

UNITED STATES GOVERNMENT PRINTING OFFICE • WASHINGTON • I94O

FOR SALE BY THE SUPERINTENDENT OF DOCUMENTS, W^ASHINGTON, D. C. • PRICE lO CENTS
Foreword

This report is one of a series issued by the National Bureau of Standards on the struc- tural properties of constructions intended for low-cost houses and apartments. These

constructions were sponsored by organizations within the building industry advocating

and promoting their use. The sponsor built and submitted the specimens described in

this report for participation in the program outlined in BMS2, Methods of Determining

the Structural Properties of Low-Cost House Constructions. The sponsor, therefore,

is responsible for the design of the constructions and the description of materials and

methods used in their fabrication. The Bureau is responsible for the method of testing

and the test residts. This report covers only the load-deformation relations and strength of the structural elements of a house when subjected to compressive, transverse, impact, concentrated, and racking loads by standardized methods simulating the loads to which the

elements would be subjected in actual service. Later it may be feasible to deterQune the heat transmission at ordinary temperatures and the fire resistance of these

consti'uctions.

The Forest Products Laboratory, Forest Service, United States Department of Agriculture, collaborated in the tests of those constructions wliich had wood sti'uctural members.

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 presented in this series provide the basic data

from which architects and engineers can determine whether a construction meets desired

performance requii'ements.

Lyman J. Briggs, Director.

[11]
Structural Properties of "Precision-Built" Frame Wall and

Partition Constructions Sponsored by the Homasote Co.

by HEKBERT L. WHITTEMORE and AMBROSE H. STANG

with the collaboration of

George E. HecIc, Forest Products Laboratory, Forest Service, United States Department of Agriculture

CONTENTS

Page

Foreword ii

I. Introduction 1 II. Sponsor and product 2

III. Specimens and tests 2

IV. Materials 4

1. Wood 4

2. "Homasote" insulating fiberboard_ 6

3. Nails 7

4. Glue 7

V. Wall CM 7

1. Sponsor's statement 7

(a) Four-foot wall specimens 7

(b) Eight-foot wall specimens. _ 8

(c) Twelve-foot wall specimens. _ 9

(d) Comments 10

2. Compressive load 10

3. Transverse load 11

4. Concentrated load 12

5. Impact load 12

6. Racking load 15

VI. Wall C7V 16

1. Sponsor's statement 16

(a) Four-foot wall specimens 16

(b) Eight-foot wall specimens 17

Page VI. Wall CA^—Continued.

1. Sponsor's statement—Continued.

(c) Twelve-foot wall specimens, . 18

(d) Comments 1!) 2. Compressive load 20

3. Transverse load 20

4. Concentrated load 21

5. Impact load 22

6. Racking load 23

VII. Load-bearing partition CO 24

1. Sponsor's statement 24

(a) Four-foot partition siJeci- mens 24

(b) Eight-foot partition speci- mens . 24

(c) Twelve-foot partition speci- mens 25

2. Compressive load 25

3. Transverse load 26

4. Concentrated load 27

5. Impact load 27

6. Racking load 27

VIII. Additional comments by sponsor 28

ABSTRACT

For the program on tlie determination of the structural properties of low-cost house constructions, the Homasote Co., Trenton, N. J., submitted 63 specimens,

representing 2 wall and 1 partition constructions, consisting of wood frames with "Homasote" insulating fiberboard as inside face, as outside face, and as sheathing.

The specimens were subjected to compressive,

transverse, concentrated, impact, and racking loads,

for each of which three like specimens were tested. The transverse, concentrated, and impact loads were

applied to both faces of the wall specimens. The

deformation under load and the set after the load was removed were measured for uniform increments of load. The results are presented in graphs and in tables.

I. INTRODUCTION

To provide technical facts on the performance of constructions wliich might be used in low-cost houses, to discover promising new constructions, and ultimately to determine the

properties necessary for acceptable performance

in actual service, the National Bm-eau of Standards has invited the cooperation of the

building industry in a program of research on

building materials and structures suitable for low-cost houses and apartments. The objectives of this program are described in report

BMSl, Research on Building Materials nnd

Structures for Use in Low-Cost Housmg and

[1]
that part of the program relating to structural

properties in report BMS2, Methods of Determining the Structural Properties of Low-Cost

House Constructions.

Masonry constructions and wood constructions of types which have been extensively used

in this country for houses were included in the

program because their behavior under widely

different service conditions is known to builders

and the public. The reports on these constructions are BMS5, Structural Properties of

Six Masonry Wall Constructions, and BMS25,

Structural Properties of Conventional WoodFrame Constructions for Walls, Partitions,

Floors, and Roofs. The masonry specimens were built by the Masonry Construction Section of this Bureau, and the wood-frame speci- mens were built and tested by the Forest

Products Laboratory, Madison, Wis.

The present report describes the structural

properties of constructions sponsored by one of

the manufacturers in the building industry.

Compressive, transverse, concentrated, impact, and racking loads were applied to the

specimens, simulating loads, to which the ele- ments of a house are subjected in actual service. Compressive loads on a wall or on a loadbearing partition are produced by the weight of

the roof, second floor, and second-story walls, if any, and occupants and furniture, and by snow

and wind loads on the roof. Transverse loads

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 deformation and set under each increment of load were measured because, considered

as a structure, the suitability of a wall or partition construction depends not only on its resistance to deformation when loads are applied, but also on whether it returns to its original size and shape when the loads are removed.

II. SPONSOR AND PRODUCT

The specimens were submitted by the

Homasote Co., Trenton, N. J., and represented

prefabricated wood-frame wall and load-bearing

partition constructions with an insulating

fiberboard, marketed under the trade name

"Homasote." as inside face, as outside face,

and as sheathing.

III. SPECIMENS AND TESTS

The specimens represented two elements of a house and were assigned the following symbols:

Wall, CM, "Homasote" fiberboard as both in- side and outside face; wall, CN, "Homasote"

fiberboard as inside face and "Homasote"

fiberboard sheathing and wood bevel siding as outside face; load-bearing partition, CO, "Homasote" fiberboard as both faces. The individual specimens were assigned the designations

given in table 1.

Table 1.S-pecimen designations

Element

Construc- tion symbol

WalL_

Do.. Do. Do.

Do.. Do.

DoDo.

Do. Do.

Do.

Do.

DoDo.

Do.

Do. Do. Do.

Do.

Partition. DoDo

Do

Do

DoDo

CM

CM

CM

CM

CMCM

CM

CM

CM

CN

CN

CN

CN

CN

CN

CN

CN

CN

CO

CO

CO

COCO

CO

CO

Specimen

designation

c/, ce, CS

Tl, T2, TS

T!,, T5, T6

PI, P2, PS "... Pi, P5, P6^..

It, 12, IS

li, IS, le

I'.a, I5a, I6a... Rl, m, RS.... Rla, R2a, RSa^

CI, C2,C3

Tl, T2, T3

Ti, T6, T6

PI, PS, PS

Pi, P5, P6 >^_ _. II, 12, IS

/,/„ 15,16 RI,R2,R3

Rla, RSa, RSa^^

CI, C2, CS

Tl, T2, TS

PI, P2, PS a.. 11,12,13

II a, I2a, ISa.... R1,R2,R3

Rla, R2a, RSa.

Load

Compressive.

Transverse do

Concentrated. do Impact

do

do Racking

do

Compressive.

Transverse.-

.

-do- Concentrated. do Impact

do Racking

do

Compressive..

Transverse Concentrated. Impact

do Racking

do

Load applied

Upper end.

Inside face. Outside face. Inside face. Outside face. Inside face. Outside face. Do. Top plate. Do. Upper end.

Inside face. Outside face. Inside face. Outside face. Inside face. Outside face. Top plato. Do. Upper end. Either face. Do.

Do.

Do. Top plate. Do.

» The concentrated and impact loads were applied to the same speci- mens. The concentrated load was applied first. The specimens were tested in accordance

with the procedure outlined in BMS2, Methods

of Determining the Structural Properties of

Low-Cost House Constructions, which gives

also the requirements for the specimens and

describes the presentation of the results of the

tests, particularly the load-deformation graphs.

Only three load-bearing partition specimens were tested under the transverse, concentrated,

and impact loads, not six specimens, as stated

in BMS2. Inasmuch as the load-bearing partition construction was symmetrical about a

plane midway between the faces, the results for these loads applied to one face of the specimens

[2]
should be identical with those obtained by

applying the loads to the other face. For the compressive load the thickness of the

wall specimens was taken as the thickness of the

structural portion, that is, the distance from the

inside surface of the studs to the outside surface

of the studs. The compressive load was applied

Figure 1.Apparatus for concentrated load test. A, steel loading disk; B, crossbar; C, dynamometer; D, stand; E, dial micrometer.

along a line parallel to the inside face, and at a distance from the inside surface of the studs of one-third the thickness of the wall. Also, the

thickness of the load-bearing partition speci- mens was taken as the distance from one surface

of the studs to the other surface, and the load was applied one-third this thickness from one

surface of the studs.

Wood-frame constructions under compressive

load show considerable local shortening caused

by crushing of the floor plate and top plate at the ends of the studs. As a result, the shortening of the entire specimen is not proportional to the value obtained from compressometers

attached to the specimen over only a portion of

the height. Therefore, t he slioi tciiiiigs and sets were measured with compressoinctcrs attached

to the steel plates tliroiigh which the loiid was

applied, not attached to liic spcciincn as described in BMS2.

The indentation under concentrated loud imd

the set after the load was removed were measured, not the set only, as described in BMS2

The apparatus is shown in figure 1. The load was applied to a steel disk. A, to which the

crossbar, B, was rigidly attached, and was measured by means of the dynamometer, C. Two

stands, D, rested on the face of the specimen,

each supporting a dial micrometer, E, the

spindle of which was in contact with the crossbar

8 in. from the disk. The micrometers were

graduated to 0.001 in. and readings were

recorded to the nearest division. The initail reading (average of the micrometer readings) was observed under the initial load, which in- cluded the weight of the disk and dynamometer. A load was applied to the disk, and

the average of the micrometer readings minus

the initial reading was taken as the depth of the

indentation under load

The deformations imder racking loads were measm-ed with a right-angle deformeter, con- sistmg of a steel channel and a steel angle

braced to form a rigid connection. In use, the

channel of the deformeter, supported by two

steel plates ji in. thick, 4 in. square, rested

along the top of the specimen, \vith the steel angle extending downward in the plane of the

specimen. Two pins passed snugly through

holes in the chamiel and into the top of the

specimen. A dial micrometer was attached to a steel block wliich w^as in contact A^'ith the floor plate of the specimen at the stop. The spindle

of the micrometer was in contact mth the steel angle of the deformeter. The gage length (dis- tance from the top of the specimen to the center

of the steel block) was 7 ft 1 1 % in. The micrometer was graduated to 0.001 in., and readings were recorded to the nearest division. Tliis deformeter replaced the taut-wire mirror-scale

device described in BMS2.

George E. Heck, of the Forest Products

Laboratory, Madison, Wis., cooperated with

the Bureau staff in this work by giving advice

and maldng suggestions on the technique of

testing wood structures.

[3]
Figure 2.— Wall CM.

Typical specimen.

The tests were begun May 1, 1939, and completed May 9, 1939. The sponsor's representative witnessed the tests.

IV. MATERIALS

Unless otherwise stated, the information on

materials was obtained from the sponsor and

from inspection of the specimens. The Forest

Products Laboratory assisted by identifying

the species of the wood in the framing. The

Paper Section of the National Bureau of Standards assisted by determining physical properties of the fiberboard in the specimens, and the

Engineering Mechanics Section assisted by determining the moisture content of the wood and

fiberboard and the tensile strength of the

fiberboard.

1. Wood

Framing.—The wood for the framing was

identified as Douglas fir, Pseudotsuga taxvfoha.

No. 1 common, S4S (surfaced four sides).

j Sizes, by 3% in. (nominal 1 by 4 in.) and \ 1/8 by 3% in. (nominal 2 by 4 in.).

Figure 3.— Wall CN.

Typical specimen. [4]
Bevel siding.—Red cedar, by %6 by 5K in., select, grade B or better.

Spacers..—Southern pine, No. 2 coinnioii,

-'"Ai by Ifi in. (nominal 1 by 2 in), S2S.

After each specimen was tested, one face was

removed to expose the framing and a sample of

the studs was taken for identification of the

species. Photographs were made of each specimen showing the fnilures and the chaTacter of

Figure 4..— Wall CN.

Typical specimen. Two extremes in quality of framing are shown. The center stud is about

the lowest and the two outer studs are the highept grade.

Figure .5. —Wall C.\.

Typical specimen. the wood in the framing. Figures 2 to 6 are

typical specimens.

The moisture content of the framuig and of the bevel sidmg is given in table 2. An electric moisture meter was used for determinmg the moisture content. To cahbrate the

meter for Douglas fir, 63 samples from the

frames were dried m an oven at 212° F imtil

the weight was constant. The moisture content was the difference between the initial weight and the weight when ovendiy, expressed

as a percentage of the weight when ovendry.

The average value was 0.4 less than the average

value of the meter readmgs on the same samples.

[5]
Figure 6.— Wall CN.

Typical specimen.

Therefore the average moisture content of the

Douglas fir was obtained by subtracting 0.4 from, the average of the meter readings and

rounding the result to the nearest whole number.

Table 2.

Moisture content of the wood

[Determined on tiie day the wall or partition specimen was tested]

Wood

Moisture content "

Minimum Maximum Average

Framing, Douglas-fir CM

Percent

8

108

7

PercentH

19

14

10

Percent

1112

11

8

CN __ __ __ CO

Bevel sidinc, red cedar

CA'_

" Based on tlie weight when ovendry.

The moisture content of the frame of each

specimen was determined on each stud and

plate.

For the bevel siding the meter reading was

taken as the moisture content and was determined on six pieces of siding from each specimen.

2. "Homasote" Insulating Fiberboard

Fiberboard, in. thick, made from vegetable fibers derived largely from waste paper.

The fibers are sized with rosin and waxes

for water resistance and then felted into a

board.

The physical properties are given in table 3.

Table 3.Physical properties of the fiberboard

Property

Density lb/It'.. Linear expansion accompanying a 45-percent change in relative humidity percent. Nail-holding strength (lateral): Lengthwise of board Ib- Crosswise of board.- lb.. Tensile strength: Lengthwise of board lb/in. 2_ Crosswise of board Ib/ln.*. Thermal conductivity (Btu/hr ft2)/(°F/in.)- Transverse strength: Across long direction lb.. Across short direction lb.. Transverse deflection at ultimate load: Across long direction in... Across short direction in... Water absorption, by volume percent..

Value

25.3

0.2

1.38 136

566 606

»0. 45

38.6

35.4

0.85

.84 4.2

a Value given by the sponsor. The physical properties were determined on undamaged samples of the board taken from

two wall specimens after testing. The linear

expansion, tensile strength, transverse strength

and deflection, and the water absorption were

determined in accordance with Federal Specification LLL-F-321a, Fiberboard; Insulating,

and the board comphed with the requirements

for these properties. The thermal conductivity

failed to comply with the requirement for this

class of board, for which the maximum value

is 0.36 (Btu/lir ft2)/(°F/in).

The lateral nail-holding strength was measured according to the method described in

BMS4, Accelerated Aging of Building Boards,

except that the nail (common, 6d, 2 in. long,

No. 11)^ steel wire, 0.113-in. diam) was % in., not % in., from the edge of the board. A dis- tance of y2 in. was used because this was approximately the distance in the wall and partition

specimens.

The moisture content of the fiberboard,

given in table 4, was determined on one sample

from each wall or partition specimen by drymg

at 212° F until the weight was constant.
Table 4.

Moisture content of "Ilomasote" fiberboard

[Determined on the day the wall or partition specimen was tested]

Construction symbol

Moisture content »

Minimum Maximum Average

CM

Percent

e

0

7

Percent

9

9

8

Percent

7

7

7

CAT. CO

a Based on the weight when oven-dry.

3. Nails

The nails were made from steel wire and are described in table 5.

Table 5.

Description of nails

Type Size Length Steel wire gage

Diameter of wire, uncoated

Finish

Box

Penny in. No. in. 5 1% 15 0. 072 Cemont-coated.

Casing 6 2 12K>

9 .0985 Bright. Common.. 10 3 . 1483 Do. Do 16 3!4 8 . 162 Do.

Siding 7 2H 12H .0985 Zinc-coated.

4. Glue

Casein glue, grade A, ground. One part of

glue was mixed with two parts of water, by

volume. Casein Co. of America, "Casco."

V. WALL CAI

1. Sponsor's Statement

Wall CM was a conventional wood frame

with "Homasote" fiberboard as both faces, the

outside face being fastened by nails and the

inside face by glue. The specimens were not

painted.

The price of this construction in Washington,

D. C, as of July 1937, was $0.207/ft.2

(a) Four-Foot Wall Specimens

The 4-ft wall specimens, shown in figure 7, were 8 ft 0 in. high, 4 ft 0 in. wide, and 4%6 in. thick. Each was a wood frame to which the

faces were fastened. The frame consisted of

three studs, A, fastened to a floor plate, B, and

a top plate, C. Both the outside face, D, and

the inside face, E, consisted of a single sheet

of fiberboard. The overhanging edges of the

faces were supported by spacers, F.

FiGUKE 7.

Four-foot wall specimen CM

A, studs; B, floor plate; C, top plate; D, outside face (nailed); E, inside

face (glued) ; F, spacer.

Studs.—The studs. A, were Douglas fir, 1%

by 3% in., 7 ft 8% in. long, spaced 1 ft 4 in. on

centers. Each stud was fastened to the floor plate and to the top plate by two 16d common

nails passing through the plates into the stud

(not toenailed).

Floor plate and top plate.—Both floor plate,

B, and top plate, C, were Douglas fir, 1% by

3% in., 4 ft 0 in. long.

Outside face. —The outside face, D, co"iisisted of one sheet of fiberboard, 4 ft 0 in. by 8 ft 0 in., fastened to the floor plate and the top plate,

by 5d box nails K in. from the edge of the board

spaced 6 in., and to the studs by 5d box nails,

spaced 10 in. The nails in adjacent studs were

staggered.

Inside face.—The inside face, E, was a single

sheet of fiberboard, 4 ft 0 in. by 8 ft 0 in., fas- tened to the floor plate, the top plate, and the

studs by glue, and to the floor pin te and the top

plate by 6d casing nails Yz in. from the edge of

the board, spaced 6 in. The glue was liberalh"

applied to the frame and to the fiberboard with

a 3-in. paint brush. Wood strips, 1 by 2 in.,

216802° —-10 2 [7]
were then fastened over the fiberboard to each

stud by five 6d casmg nails. The strips were removed shortly before the specimen was tested.

Sjiacers.—The spacers, F, along the over- hanging edges of the faces were southern pine,

^/^2 by 1%, in., 3% in. long, spaced 1 ft 0 in. on

centers. Each spacer was fastened to the outside face by two 5d box nails and to the inside

face by one 6d casing nail, passing through

the fiberboard into the spacer. Spacers are not used in a house.

In these specimens there was a stud at midwidth. Therefore during the impact test on

specimens CM-Il to 16, inclusive, the sandbag

struck the fiberboard over the center stud. To

determine the impact properties of this construction if loaded on the fiberboard between

studs, three additional 4-ft wall specimens,

CM-IJ+a, I5a, and I6a, were submitted.

These specimens, shown in figure 8, were

similar to the other 4-ft specimens, except that

there were two full-sized studs, A, and two

half-sized studs, G, and no spacers. The inside

Figure 8.

Four-foot wall specimen CM, with

half-sized studs. ^, A, full-sized studs; B, floor plate; C, top plate; D, outside

face; E, inside face; G, half-sized stud.

face and the outside face were fastened to the

plates and full-sized studs in the same way as

in the specimens shown in figure 7. The outside face was fastened to the half-sized studs

by 5d box nails spaced 6 in., and the inside face was fastened by glue and by 6d casing nails

spaced 6 in. Half-sised studs.—The half-sized studs, G, were Douglas fir, by 3% in., 7 ft 8% in. long.

Each half-sized stud was fastened to the floor plate and the top plate by two lOd common

nails passing through each plate into the half- sized stud (not toenailed).

(b) Eight-Foot Wall Specimens

The 8-ft wall specunens, shown in figure 9, were 8 ft 0 in. high, 8 ft 0 in. face width, and 4%6

in. thick. The specimens were similar to the

Figure 9.Eight-foot wall specimen CM

l-sized studs; B, floor plate; C, top plate; D, outside face; E, inside face.

[8]
Figure 10. —Twelve-fooi wall specimen CM.

A, full-sized studs; B, floor plate; C, top plate; D, outside face; E, inside face.

4-ft specimens except that there were seven

studs, spaced 1 ft 4 in. on centers, and no spacers. There was a stud at each edge extending

one-half its tliickness beyond the faces. The

width overall was 8 ft 1% in. Outside face. —The outside face consisted of one sheet of fiberboard, 8 ft 0 in. square, fastened

to the floor plate, the top plate, and the edge

studs by 5d box nails }i in. from the edge of tlie board, spaced 6 in. It was fastened to the

other studs by 5d box nails spaced 10 in. Inside face. —The inside face consisted of one

sheet of fiberboard, 8 ft 0 in. square, fastened

to the top plate, the floor plate, and the studs

by glue; and to both plates and the edge studs

by 6d casing nails }i in. from the edge of the

board, spaced 6 in.

(c) Twelve-Foot Wall Specimens

To determine the relation between racldng

properties and width of specunen tlu-ee additional rackmg specimens, CM-Rla, R2a, and

R3a, were submitted. These specimens, shown

in figure 10, were 8 ft 0 m. high, 12 ft 0 in. face

width, and 4%6 in. thick and were similar to the

4-ft specimens, except that there were ten studs,

spaced 1 ft 4 in. on centers, and no spacers. A

stud at each edge extended one-half its thick- ness beyond the faces. The width overall was

12 ft 1% m.

[9]
Outside face. —The outside face consisted of one sheet of fiberboard, 12 ft 0 in. by 8 ft 0 in., fastened to the plates and to the edge studs by

5d box nails y, in. from the edg-e of the board,

spaced 6 in. and to the other studs by 5d box

nails spaced 10 in. Inside face. —The inside face consisted of one

sheet oJ^ fiberboard, 12 ft 0 m. by 8 ft 0 in., fastened to the top plate, the floor plate, and

the studs by g-hie and, in addition, to both plates

and the edge studs by 6d casing nails K in. from

the edge of the board, spaced 6 in.

(d) Comments

The outside surface of a house of this construction usually is finished with outside house

pamt. To give a resemblance to stucco, sand

Table 6.

Structural properties of walls CM and CA^ and load-bearing partition CO

[Weight; Wall CM, 3.60 lb/ft'- wall CN, 4.38 Ib/ft^; load-beaiing partition CO, 3.62 Ib/ft^]

is mixed with the paint for the final coat, and

this mixture is applied by stippling with a round

brush.

2. Compressive Load

The compressive-load test results for wall

specimens CM~C1, C2, and C3 are given in

table 6 and in figures 11 and 12. The speed of the movable head of the testing

machine under no load was adjusted to 0.072

in./min.

The lateral deflections shown in figure 12 were plotted to the right of the vertical axis for deflections of the specimen toward the outside

face (positive deflection) and to the left of the

axis for deflection, toward the inside face (negative deflection).

Load

Compressive > Transverse >> Concentrated Impact "J Racking

Speci- men Maximum

load

Speci- men Maximum

load

Speci- men Maximum

load

Speci- men Maximum

height of drop

Speci- men Maximum

load

CM_

1

CIC2

CS

" Kipslft

6. 45

8. 25

3. 81

TlT2TS m2171 242

257

PiP2

PS

lb 225 234

250

//12

IS

ft 6.5

8.0

5.0

RlR2

RS

e Kip/ft

0. 56

. 57

. 58

Average-, 6. 17 223

387

433

260

236 6.5 0.57

0.55

.60

.53 CM

nT5T6

PiPB

1 P6

274

270

250 U

15

16

6.5 9.5

d 10.

0

Rla R2a

RSa

Average- . . ., 360 265 0. 56 CM

1

\ Ha

T5a I6a

3.0

3.5 3.5 Average - 3.3

CAr__

1

CICS

CS

4. 92

5. 45

5. 00

TlT2

TS

427

440

368

PiP2

PS

225

243 242

1112

IS

d 10.0

d 10.0

» 10.0

RlR2

RS

0.80

.79

.79

Average 5. 12 412 237 0. 79 CN

1 nT5T6

393

240

370

Ph

PBP6

427 415

423 U

15

16

d 10.0

d 10.0

d 10.0

Rla R2a

RSa

0.78

.74

.74

Average- . . . . 334 422 d 10.0 0. 75

CO

CI

\ C2

\ CS

6.00

7. 24 5.50

TlT2TS275

280 318

PiP2

PS

275 300

243

1112

IS

8.0 9.5

6.5

RlR2

RS

0. 79

.87 .92 Average _ - 6. 25 291 273 8.0 0.86

CO

1

Ila

I2a

7.9(1

3.0 3.0 3.5Rla

R2a RSa

0.64

. 65

. 54 Average 3.2 0. 61

» The compressive loads were applied 1.21 in. (one-third the thickness of the frame) from the inside surface of the studs,

b Span 7 ft 6 in.

c A kip is 1,000 lb.

d Test discontinued. No studs ruptured.

' Test discontinued. One or more studs ruptured. no]
5

1

0

• » 1 ^

O)

«»

-cs

D —o

• /

o •—rI

o— —o

1

-o

— 1

•-•Pi

-m<rf-o i2

CM

0 0.1 0.2

shoh'fen'in(^ in, Figure 11.

Compressive load on wall CM.

Load-shortening (open circles) and load-set (solid circles) results for specimens CM-Cl, Cf, and CS. The load was applied 1.21 in. (one- third the thickness of the frame) from the inside surface of the studs. The loads are in kips per foot of actual width of specimen.

t 2

I

^ /

0

1—

'—

i-O

—

—o- D —

^-<K 1 —

— 1 m

i-OO

1

KCj- O1I

CM

0.2 0 0.2 0.4

laferal def/ecflofy in. Figure 12.

Com-pressive load on wall CM.

Load-lateral deflectiun (open circles) and load-lateral set (solid circles) results for specimens CM-Cl, C2. and C3. The load was applied 1.21

in. (one-third the thickness of the frame) from the inside surface of the

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

deflections and sets are for a gage length of 7 ft 10 in., the gage length

of the deflectometers.

Undei' the ma.xiniiim lond (he j>liiic on

esicli of the specimens crushed locjiUy at the

inside edges of the studs, but none of the stu(is

ruj)tured. The fiberboard on the inside face

above midheight separated from the studs and

from the top plate under a load of 2 kips/ft on specimen OS and under the maximum load on

specimens Cl and C2.

3. Transversk Load

Wall specimen CM Tl undei- transverse load

is shown in figure 13. The results are presented

in table 6 and in figure 14 for wall specimens

CM-Tl, T2, and T3, loaded on the inside

(glued) face, and in figure 1 5 for wall specimens

CM-T4, T5, and T6, loaded on the outside

(nailed) face. The speed of the movable head of the testing

machine under no loatl was adjusted to 0.14

in./min.

Under a load of 100 lb/ft' one outer stud of specimen Tl partially ruptured at a knot near midspan. In specimen T2 under a load of 200

Ib/ft^ one outer stud partially ruptured at a knot under a loading roller. Under the maximiun loads on specimens Tl

and T2 the fiberboard on the outside (imloaded)

face was ruptured transversely by the force

exei-ted by the partially ruptured stud ; and this stud and the center stud ruptured completely.

One outer stud in specimen T3 ruptured near midspan at 150 Ib/ft^, and at 240 lb/ft- the fiber- board on the outside face was torn by the force

exerted by the ruptured stud. Under the

maximum load the center stud ruptured.

In specimen T4 the fiberboard on the inside

(imloaded) face separated from the studs under

a load of 220 lb/ft-; the same effect occiu-red in specimen T5 mader a load of 300 Ib/ft^, and in specmien T6 under a load of 180 lb/ft-. Under

loads of 220, 430, and 200 lb/ft" on these specimens, respectively, one outer stud spht along

the grain near midspan. Under the maximum

loads the split outer stud of each specimen ruptured, followed by rupture of the center stud.

The fiberboard on the inside (imloaded) face

of specimen TJf was ruptiu-ed transversel.y by

the force exerted by the ruptured studs, but

the inside faces of specimens T5 and T6 were imdamaged.

[11]
Figure 13.—Wall specimen

CM-Tl under transverse load.

4. Concentrated Load

The results of the concentrated-load tests are shown in table 6 and in figure 16 for wall speci- mens CM PI , P2, and PS, loaded on the inside

face, and in figure 17 for waU specimens CM-PJf,

P5, and P6, loaded on the outside face. The concentrated load was applied to the

fiberboard midway between two studs and 8 in. from one end of the specimen. Under the maximum load on each specimen the disk punched

through the fiberboard.

5. Impact Load

WaU specimen CM-IJ^a, during the impact

test, is shown in figure 18. The results are

given in table 6 and in figure 19 for wall speci- mens CM-Il, 12, and 13, loaded on the inside

face, in figure 20 for waU specimens CM-I4, 15,

and 16, loaded on the outside face, and in figure

21 for wall specimens CM-IIfa, I5a, and I6a,

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

of the inside (glued) face of specimens II, 12,

and 13, the sandbag striking the fiberboard

directly over the center stud. The efl^ects appear in table 7. The impact loads were applied to the center

of the outside (nailed) face of specimens I4, 15,

and 16, the sandbag strildng the fiberboard

directly over the center stud. The effects are given in table 8.

[12]
240

Figure 14.-

0 0.5 1.0 1.5 defiedion In.

-Transverse load on wall CM, load applied

to inside face.

240

200

=9^ foo

h 80

40

0

• • o c

/

• T

o /CO —f—

•• o

OJ

—/1 r /

• <p

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

0 0,1 0.2 0.5 0.4

indenfafion In. Figure 16.

Concentrated load on wall CM, load applied

to inside face.

Load-indentation (open circles) and load-set (solid circles) results for specimens CM-PI, P2, and PS.

300

I: I

200

100

• o —o • • • •

• • c

o o

o r

o oc/

o o

o I

•—

^ /* p

T CM-4 0 0.5 1,0 1.5 2.0

defiedIon In. Figure 15.—Transverse load on wall CM, load applied

to outside face.

Load-deflection (open circles) and load-set (solid circles) results for speci- mens CM-T4, T5, and T6 on the span 7 ft 6 in.

250

^200

o

150

ZOO

50

0

i m

1

f

' n

1J

1Jm

1 J

if

Y

CM-4 0 0.2 0.4

indenfafion In. Figure 17.

Concentrated load on wall CM, load applied

to outside face.

Load-indentation (open circles) and load-set (solid circles) results for specimens CM-Pi, P5, and Pe.

[13]
Table 8.

Effects of impact load on ivall CM, loaded on the outside face

[The sandbag struck the specimens directly over the center stud]

Figure 18. —Wall specimen CM-I4a during the impact

test.

Table 7.

Effects of impact load on wall CM, loaded on

the inside face

[The sandbag struck the specimens directly over the center stud]

Description of elTects

Specimen 11 Specimen 72 Specimen 13

Height

of

drop

Deflection

Height

of

drop Deflection

Height

of

drop Deflection

Face loaded (glued)

;

Fiberboard separated from ft in. ft ill. ft in. studs 5.0 2.21 1.5 1.20 3.0 2.40 Fiberboard ruptured where

struck by the sandbag 5. 5 3. S2 6.0 2 41 4.0 3. 36 Face not loaded (nailed)

Fiberboard separated from

studs. Most of the nails pulled from the studs, but some heads pulled through

the fiberboard . 3.5 1.78 3.0 1.65 3.0 2. 40 Fiberboard ruptured near midspan _ 6.5 3. 92 7.0 3. 70 4.0 3. 36 Center stud ruptured _ _ . 6.0 7.5 4. 5 Sandbag passed through speci- men; outer studs not ruptured. Maximum height of drop. 6. 5 8.0 5.0

j

Description of etiects

Specimen

U

Specimen

15 Specimen

16

Height

of

drop Deflection

Height

of

drop Deflection

Height

of

drop Deflection

Face loaded (nailed)

Fiberboard began to separate from studs. Nails pulled (/ in. /' in. ft in. from the studs 2.5 1.63 3.0 1. 53 3.5 1.06 Fiberboard ruptured where

sandbag struck _ 6.0 3. 93 8. 5 3. 71 7.0 2. 39 Fare not loaded (glued): Fiberboard began to separate from studs- 1. 5 1. 17 2.5 I. 39 2.0 1. 21 Fiberboard ruptured trans- versely ... .. 6.5 Fiberboard separated 3 in. from studs 9.0 Center stud;

Partially ruptured 0.0 3. 93 8.0 3. 13 9.0 2. 97 Completely ruptured; outer studs not ruptured. Ma-x- imum height of drop 6.5 9.5 ()

"Test discontinued after 10-ft drop. Set 0.125 in. Center stud not

ruptured. Fiberboard on inside face separated 2!.-i in. from studs.

The impact loads were applied to the center

of the outside (nailed) face of specimens CMI4a, Ida, and I6a, the sandbag striking the

fiberboard between the full-sized studs.

/

0

w

9 —

o

• CO— m—

—©- O

3 —o-

/ —O- —o- ——

\B —

o

r9

1•

1»

1v/

0 12 5

defiedion in. Figure 19.

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

Height of drop-deflection (open circles) and height of drop-set (solid circles) results for specimens CM-Il, 1$, and 13. The sandbag struck the center of the specimen directly over a stud.

[14]
10

8

1^

0

n—

•

1

^ —

• • -o

-o

—

—ot)

f

-00- —

i•—

CM-4

/ 2 3

defleci'ion in,

Figure 20.Impact load on wall CM, load applied to outside face.

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

circles) results for specimens CM-Ii, IS, and 76. The sandbag struck

the center of the specimen directly over a stud.

0 0,5 1.0 deflection in. Figure 21.

Impact load on wall specimens CM-Ha,

I5a, and I6a.

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

circles) results, load applied to outside face. The sandbag struck the

center of the specimen midway between studs.

To prevent misleading resulK duf Id c/rocts on tlie loaded fitee of this type of s|)ccimcn, tlie deflections and sets were nmasiinHl

with two deflectometeis and two set gages, not one, as described in BMvS2. Tlie deflectoineters were placed in contact with the unloaded

face of the specimen at midheight, one at each

inner stud, and the set gages rested on the

loaded face, one over each of the.se studs.

The effects of the impact load are given in

t!il)le 9.

Table 9.

Effects of impact load on lunll CM, loaded, on

the outside face

[The sandbag struck the specimens midway between studs]

Description of effects

Specimen UaSpecimen

ISa Specimen

ir,a

9:2 W

Deflection

Height

of

drop Deflection

Height

of

drop

Deflection

ft in. ft in. ft in. Face loaded: Fiberboard ruptured where sandbag struck.

2.0 0. 81 2.5 0. 75 2.0 0.67 Face licit loaded:

Filicrlinard began to separate from studs 3.0 1.51 2.5 l.ll Fiberboard ruptured trans- versely at midspan 3.0 7.U 3.5 Fiberboard separated more

than 6 in. from studs. No

studs ruptured. Maxi- mum height of drop 3.0 7.11 3.5 3.5

6. Racking Load

The results of the racking tests are shown in

table 6 and in figure 22 for the 8-ft wall speci- mens CM-Rl, R2, and R3, and in figure 23 for the 12-ft wall specimens CM-Rla, R2a, and

RSa.

The racking loads were applied only to the

top plate, and the stop was in contact only

with the floor plate at the diagonally opposite corner of the specimen. The loads were

applied by means of a hand-driven pump, and

therefore the speed of loading could not be

closely controlled.

Under the maximum loads the fiberboard on

the inside face of each specimen separated from

the glued surface of the frame, and the frame was displaced relative to the inside face. The

nails passing through the inside face into the

top plate and into the stud at the unloaded edge

tore through the edges of the fiberboard. The

nails passing through the outside face into the

[15]
0.6

0,5

'%-04

(3^ O.l

^ 0.2

0,1

0

—cm —

D —

—°°~~7

>oo /

-o

t>y—

a

O

TT

Tf

XT

]T

70 0.1 0.2 0.5 0.4

deformafion in/8f/

Figure 22.Racking load on v;all CM.

Lioad-deformatioii (open circles) and load-set (solid circles) results for specimens CM-Rl. R2, and R3. The loads are in kips per foot of face width of specimen (8 ft 0 in).

0.6

0.5

\0.4

% 0.2

I

ai

•

' o

-• —I

—

o

•

)

h-CH —o- I

o

s

1 •

1

CAf-a 0 0.1 0.2 0,3

deformation in/8ff

FiGURK 23. Racking load on wall specimens CM—Rla,

R'Jia, and RSa.

Load-deformation (open circles) and load-set (solid circles) results. The loads are in kips per foot of face width of specimen (12 ft 0 in).

top plate and into the unloaded edge stud bent

or tore through the edges of the fiberboard.

The racking strength (kips/ft) is independent

of the width of the specimen. The difference

in average racking strength of the 8-ft speci- mens and the 12-ft specimens was not greater

than the differences between individual speci- mens of the same width.

VI. WALL GN

1. Sponsor's Statement

WaU ON was a conventional wood frame

with "Homasote" fiberboard as the inside face

and as sheathing. It was similar to wall CM,

except that there was bevel siding on the outside face. The specimens were not painted.

The price of this construction in Washington,

D. C, as of July 1937, was $0.295/ft^

(a) Four-Foot Wall Sjiecimens

The 4-foot wall specimens, shown in figure

24, were 8 ft. 0 in. high, 4 ft. 0 m. wide, and

5/16 in- thick. Each specimen consisted of

Figure 24.Four-foot wall specimen CN.

A, studs; B, floor plate; C, top plate; D, sheathing; £.', bevel siding; F, inside face; G, spacer.

[16]
a wood frame to which, the faces were fastened.

The frame consisted of three studs, A, fastened

to a floor plate, B, and a top plate, C. The

outside face was a single sheet of fiberboard,

D, as sheathing, covered by bevel siding, E.

The inside face, F, consisted of one sheet of fiberboard. The overhanging edges of the

faces were supported by spacers, G. Studs.—The studs. A, were Douglas fir, 1%

by 3^8 in-, 7ft. 8^^ in. long, spaced 1 ft. 4 in. on centers. Each stud was fastened to

floor plate and to the top plate by two 16d

common nails passitig throiigh each plate into

the stud (not toenailed).

Floor- plate and top plate.—Both floor plate,

B, and top plate, C, were Douglas fir, 1% by

S% ill., 4 ft. 0 in. long.

Sheathing.—The sheathing, D, was one sheet

of fiberboard, 4 ft. 0 in. by 8 ft. 0 in., fastened

to the floor plate and the top plate by 5d box

nails ji in. from the edge of the board, spaced

6 in. It was fastened to the studs by 5d box

nails spaced 10 in. Bevel siding.—The bevel siding, E, was red

cedar, Ke by by 5)^ in., and in two lengths,

4 ft. 0 in. and 2 ft. 0 in. There were 21 courses, and every second course had a vertical joint over the center stud. The siding was laid 4)^ in. to the weather, and

each piece was fastened through the

overlapping edges by 7d siding

nails, one at each stud.

Inside face.—The inside, F, consisted of one sheet of fiberboard,

4 ft 0 in. by 8 ft 0 in., fastened to the floor plate, the top plate, and

the studs by glue, and to the floor plate and the top plate by 6d

casing nails }^ in. from the edge of the board, spaced 6 in. The glue was liberally applied to the framing

and to the fiberboard with a 3-in. paint brush. Wood strips 1 by 2

in., were then fastened over the

fiberboard to each stud by five 6d

casing nails. The strips were re- moved shortly before the specimen was tested. Spacers.—The spacers, G, along

the overhanging edges of the faces, were southern pine, by 1% in.,

•i% ill. long, spaced I ft 0 Id. on (•cnlcrs. K;m-|i

spncor was fastened to the sliciil liing by two ."xl box nails and to tlie inside face \)y one fkl casing

nail, passing througli tlic (ilxTlio.iid into the

spacer. Spacers are not used in a liou.se.

(6) Eight-Foot Wall Specimens

The 8-ft wall specimens, shown in figure 2.'), woi'e 8 ft 0 hi. higli, 8 ft 0 in. face width, and

5/16 in. tliick, and were similar to the 4-ft specimens, except that there were seven studs,

spaced 1 ft 4 in. on centers, and no spacers. There was a stud at each edge extending onehalf its thickness beyond the faces. The width

overall was 8 ft 1% in. Sheathing.—The sheathing consisted of one

sheet of fiberboard, 8 ft 0 in. s(|uare, fastened

to the floor plate, the top plate, and the edge

studs by 5d box nails % m. from the edge of the

Figure 25.

Eight-foot wall specimen CN.

A, studs; B, floor plate; C, top plate; D, sheathing; E, bevel siding; F, iuside face. [17]
Figure 26.

Twelve-foot wall specimen CN.

A, studs; 73, floor plate; C, top plate; D, sheathing; E, bevel siding; F, inside face.

board, spaced 6 in. It was fastened to the

other studs by 5d box nails spaced 10 in. Bevel siding.—The bevel siding was red

cedar, %6 by by 5K in. There were 21

courses, 5 consisting of one continuous piece of

siding and 16 having a vertical joint over a

stud. Joints were located at random horizontally and vertically. The siding was laid 4K

in. to the weather and fastened through the

overlapping edges by 7d siding nails, one at each stud.

Inside face.—The inside face consisted of one

piece of fiberboard, 8 ft 0 in. square, fastened

to the floor plate, the top plate, and the studs

by glue and to the plates and the edge studs by

6d casing nails % in. from the edge of the

board, spaced 6 in.

(c) Twelve-Foot W all Specimens

To determine the relation between racking

properties and width of specimen three additional racking specimens, CN-Rla, R2a, and

R3a, were submitted. These specimens, shown

in figure 26, were 8 ft 0 in. high, 12 ft 0 in. face

width, and 5/i6 in. thick, and were similar to the 4-ft specimens, except that there were ten

studs, spaced 1 ft 4 in. on centers, and no

spacers. A stud at each edge extended onehalf its thickness beyond the faces. The width

overall was 12 ft 1% in.

[18]
Figure 27.

Wall specimen

CN-Cl under compressive

load.

Sheathing.—The sheathing consisted of one

sheet of fiberboard, 12 ft 0 in. by 8 ft 0 in., fastened to the floor plate, the top plate, and

the edge studs by 5d box nails ji in. from the

edge of the board, spaced 6 in. It was fastened

to the studs by 5d box nails spaced 10 in. Bevel siding.—The bevel siding was red

cedar, Jfe by Yu by 5/2 in. The siding was

laid in. to the weather and fastened through

the overlapping edges by 7d siding nails, one

at each stud. There were 21 courses, 5 consisting of 2 pieces of siding and 16 of 3 pieces.

The vertical joints were over studs, distributed

at random vertically and horizontally.

Inside face. —The inside face consisted of one

piece of fiberboard 12 ft 0 in. by 8 ft 0 in., fastened to the floor plate, the top plate, and

the studs by glue, and to the plates and the edge

studs by 6d casing nails in. from the edge of

the board, spaced 6 in.

((/) Comments

Conventional exterior finishes, such as sliin- gles, siding, stucco, and brick or stone veneer, may be applied to the prefabricated wall panels

after they are assembled in a house.

Shingles are laid over horizontal wood furring

strips in either single or double courses. An}^

size and type of wood sidmg may be applied

directly over the "Homasote" but must be

nafled to the studs.

Stucco is applied in three coats over metal

lath. The lath should be furred out at least ''s in. A calking space is leftaround openings to prevent

[19]
cracking of the stucco if the wood frame shrinks.

Weep holes should be provided to prevent accu- mulation of water at the foundation line. Brick veneer is applied in the usual manner

with a iK-in. air space. Metal ties are spaced

2 ft 8 in. on centers in every fifth or sixth course. Under window sills the brickwork should be at

least Yo in. below the wood to permit movement

5 9—QOof the frame,

as for stucco. Weep holes should be provided

2. Compressive Load

Wall specimen CN~C1 under compressive

load is shown in figure 27. The results for wall

specimens CN~C1, C2, and C3 are given in

table 6 and in figures 28 and 29. The speed of the movable head of the testing

machine under no load was adjusted to 0.072

in./min.

The fiberboard on the inside face of specimen

CI began to separate from the top plate under

a load of 3.0 kips/ft; on specimen C2, under a load of 5.0 kips/ft; and on specimen C3, under

the maximum load. At the maxunum load the

top plate of each specimen crushed locally at

4

I

I

1—•"•n 1 °~i

-r /

• •

/ • •

«

*-d^—

—^5p5

c/v 0 0.05 010 0,15

shoriening in.

Figure 28.

Coinpressive load on wall CN.

Load-shortening (open circles) and load-set (solid circles) results for speci- mens CN-Cl, Ce, and CS. The load was applied 1.21 in. (one-third the

thickness of the frame) from the inside surface of the studs. The loads

are in kips per foot of actual width of specimen.

0 0.2 0.4 0.6

laferal defiedion in. Figure 29.

Compressive load on wall CN.

Load-lateral deflection (open circles) and load-lateral set (solid circles) results for specimens CN-Cl, C2, and CS. The load was applied 1.21

in. (one-third the thickness of the frame) from the inside surface of the

studs. Theloadsareinkips per footofactual width ofspecimen. The

deflections arid sets are for a gage length of 7 ft 10 in . , the gage length of the deflectometers.

the inside edges of the studs. This was accompanied by separation of the fiberboard on the

inside face from the upper half of the studs. The outer studs of specimen CS split at the top,

but none of the studs ruptured.

3. Transverse Load

The results of the transverse tests are shown

in table 6 and in figure 30 for wall specimens

CN-Tl, T2, and T3, loaded on the mside face,

and in figure 31 for wall specunens CN-T4, T5

and T6, loaded on the outside face. The speed of the movable head of the test- ing machme under no load was adjusted to 0.14 in. /mm.

Under a load of 350 Ib/ft^ on specunen Tl, one outer stud partially ruptured. The center stud and one outer stud of specimen T2 began

to rupture at a load of 400 Ib/ft^, and one

outer stud of T3 began to rupture under a load of 275 Ib/ft^. Under the maximum loads,

the center stud and one outer stud of each

specunen ruptured near midspan. The sheathings of specimens Tl andT!^ was undamaged,

[20]
400

CM \300

200

\)

S 100

0

[ •

Vm

o

p-O

,

CD o y O

•L

CD /

/

*- o

•

(or o

T ; • cc • a

0 0.5 1.0 1.5 2.0

deflecfion in. Figure 30.

Transverse load on wall CN, load applied to inside face.

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

400

300

200

100

0

• o

o

o

-o

•/ •

o

o

o

yo

0 0.5 1.0 1.5 2.0

deflecfion in. Figure 31.—Transverse load on wall CN, load applied to outside face.

Load-deflection (open circles) and load set (solid circles) results for specimens CN-T4, T5, and T6 on the span 7 ft 6 in.

bill, iliiit of spocmicii T'.i wiis ni|)l uicd U ijusversely.

Under a load of im sj>cc,i;ii(!n 17^, the fiberboard on tJie inside face began lo separate from the studs near niidsijan ; m specimen T6 separation began under a knid of 180

Ib/ft^ and in T6 under a load of 263 Ib/ft^

One outer stud of ea(;h sj^ecimen ruptured j)artially under loads of 390, 208, and 203 lb/ft-, respectively. Under the maximum load on each specimen, the partially inptui-ed (niter

stud and the center stud ruptured completely.

The fiberboard on the inside face of specimens

T4 and T6 was undamaged, but that on specimen T5 was ruptured transversely.

4. Concentrated Load

The results of the concentrated-load tests are shown in table 6 and in figure 32 for wall

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

inside face, and in figure 33 for wall specimens

CN-P4, P6, and P6, loaded on the outside

(bevel siding) face. The concentrated load was applied to the

inside face of specunens CN-Pl, P2, and P3

240

200

160

120

80

40

ooo

0

• 00y

0

2 -o— —4

-4

7

°

•

/ L

C/V-/ 0 0.2 0,4 o.e indenfafion in,

Figure 32.Concentrated load on wall Ci\, load applied

to inside face.

Load-indentation (open circles) and load-set (solid circles) results for specimens CN-Pl , PS, and PS. [21]
400

500

-^200

o

^ 100

1

•

1

/

1

•e

11

i /

Y

0 0.2 04

indenfafion in,

Figure 33.

Concentrated load on wall CN, load applied

to outside face.

Load-indentation (open circles) and load-set (solid circles) results for specimens CN-PJ,, P5. and P6.

on the fiberboard midway between studs and 8

in. from one end of tlie specimen. Under the

maximum load on eacli specimen, the disk

punched through the fiberboard.

The concentrated load was applied to the

outside face of specimens P^, P5, and P6 on the

bevel siding midway between studs and 8 in. fi'om one end. At a load of 250 lb the siding

of specimen split along the grain under the

loading disk for about 6 in. In specimen P5

the siding split under a load of 300 lb, and in

specimen P6 under a load of 200 lb. At the

maximum load on each specimen, the disk

punched through the siding and sheathing.

5. Impact Load

Results of the impact tests are shown in

table 6 and in figure 34 for wall specimens

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

and in figure 35 for wall specimens CN-IJ)., 15,

and 16, loaded on the outside face. The impact load was applied to the center of the inside faces of specimens GN-Il, 12, and

13, the sandbag striking the fiberboard dii'ectly

10

8

2

nr

O—o- —

> •— o c

CK

(•

<»

1•

1• c

CN-/

' 0 2 4

deflecf/on in. Figure 34.

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

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

circles) results for specimens CN-Il, K, and 15. The sandbag struck the center of the specimen directly over a stud.

10

8

^ 4

0^

1

1

1

•

1 m

1• '

1• 1

\\•

1• { M

Figure 35.

0.5 1,0 1.5 2,0

deflecfion in.

-Impact load on wall CN, load applied to outside face.

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

circles) results for specimens CN-I4, 15, and 16. The sandbag struck the center of the specimen directly over a stud. [22]
over the center stud,

table 10. The effects are given in 0.^

Table 10.Effects of impact load on wall CN, loaded on

the inside face

Specimen //

Description of effects

Face loaded: Fiberboard separated from

one or more studs Fiberboard ruptured where

the sandbag struck Face not loaded: Three pieces

of siding at midheight rup- tured at the center stud Center stud ruptured, outer

studs not ruptured

3.5

10.0

1.51

2.90

Specimen K

4,0

8.5

1.40

2. 04

Specimen 73

3.0

7.5

8.5

'10.0

1.43

4.08

4. 93

« Set 3.63 in.

After the 10-ft drop on specimens U and 12

the sets were 0.162 and 0.065 in., respectively.

The impact load was applied to the center of the outside face of specimens CN-IIf, 16, and

16, the sandbag striking the bevel siding directly over the center stud. The effects are given m

table 11.

Table 11.

Effects of impact load on wall CN, loaded on

the outside face

Description of effects

Face loaded: Siding split along

grain where the sandbag

struck

! Face not loaded: Fiberboard began to separate from studs Fiberboard separated m in. from studs at midheight

Specimen H

ft

8.0

2.0

10.0

0. 82

2. 33

Specimen IS

„ p.

W

ft

10.0

3.5

10.0

2. 41

1.25

2.41

Specimen 16

ft

6.0

2.0

10.0

1.92

0.96

2.52

After the 10-ft drop on specimens 14, 15, and

16 the sets were 0.155, 0.149, and 0.188 in., respectively.

6. Racking Load

The results of the racking-load tests are shown in table 6 and in figure 36 for the 8-ft wall specimens CN Rl, R2, and R3, and in

figure 37 for the 12-ft wall specimens CN-Rla,

R2a, and R3a.

0.6

04

0,2

0

V

>• o —

p

•

O

)0

D

.'. J.

o- ,

J O O

)0

CN

0 0,2 0,4 0.6

deformaiion in./dff

Figure 36.Racking load on wall CN.

Load-deformation (open circles) and load-set (solid circles) results for specimens CN-Rl, R2, and RS. The loads arc in kips per foot of face width of specimen (8 ft 0 in).

0.8

0.6

I 0.4

I

g 0.2

0

Figure 37.-

o o—

• <D <^ o

\— J.

1

» ^ o

1

CA'-a 0 0.1 0.2 0.3 0,4

deformaiion in/8ff

—Racking load on wall specimens CN~Rla,

R2a, and RSa.

Load-deformation (open circles) and load-set (solid circles) results. The

loads are in kips per foot of face width of specimen (12 ft 0 in).

[23]
The racking loads were applied only to the

top plate. The stop was in contact only with

the floor plate, at the diagonally opposite corner

of the specimen. The racking loads were applied by means of a hand-driven pump, and

therefore the speed of loading could not be

closely controlled.

Under the maximum load the fiberboard on

the inside face of each of the specimens separated from the glued surface of the frame, and

the frame was displaced relative to the inside

face. The nails passing through the inside face

and those through the sheathing into the

top plate and into the stud at the unloaded

edge of the specimen tore through the edges of the fiberboards.

The racking strength (kips/ft) is independent of the width of the specimen. The differ- ence in average racking strength of the 8-ft specimens and the 12-ft specimens was not

greater than the differences between individual

specimens of the same width.

VII. LOAD-BEAKING PARTITION CO

1. Sponsor's Statement

Load-bearing partition CO was a conventional

wood frame with "Homasote" fiberboard as both

faces. It was similar to wall CM, except that

both faces were fastened to the frame by glue,

not one face as in the walls. The specimens were not painted.

The price of this construction in Washington,

D. C, as of July 1937, was $0.221/ftl

(a) Four-Foot Partition Specimens

The 4-ft ])artition specimens were similar to the 4-ft wall specimens showii in figure 7, and

were 8 ft 0 in. high, 4 ft 0 in. wide, and 45^6 in. thick. Each consisted of a wood frame to which the faces were fastened. The frame consisted of three studs, A, fastened to a floor plate,

B, and a top plate, C. The faces, D and E,

each consisted of one sheet of fiberboard. The

overhanging edges of the faces were supported

by spacers, F. Studs.—The studs, A, were Douglas fir, 1%

by 3% in., 7 ft 8?^ in. long, spaced 1 ft 4 in. on

centers. Each stud was fastened to the floor plate and to the top plate by two 16d common

nails passing through the plates into the stud

(not toenailed).

Floor plate and top plate.—Both floor plate,

B, and top plate, C, were Douglas fir, 1% by

3% in., 4 ft 0 in. long. Faces.—Each face, D and E, consisted of one sheet of fiberboard, 4 ft 0 in. by 8 ft 0 in., fastened to the floor plate, the top plate, and

the studs by glue, and to the floor plate and

the top plate by 6d casing nails % in. from

the edge of the fiberboard, spaced 6 in. The

glue was Hberally applied to the frame and to | the fiberboard with a 3-in. paint brush. Wood

strips, 1 by 2 in., were then fastened over the

fiberboard to each stud by five 6d casing nails. The strips were removed shortly before the

specimens were tested. Spacers.—The spacers, F, along the overhanging edges of the faces, were southern pine, '^%2 by 1% in., 3% in. long, spaced 1 ft 0 in. on centers. Each spacer was fastened to the faces by 6d casing nails, two in one face and one in the other, passing through the fiberboard into

the spacer. Spacers are not used in a house.

In these specimens there was a stud at midwidth. Therefore during the impact test on

specimens CO II, 12, and IS the sandbag i' struck the fiberboard over the center stud. To j determine the impact properties of this construction if loaded on the fiberboard between studs | three additional 4-ft partition specimens, COII a, I2a, and ISa, were submitted.

These specimens were similar to the wall

specimens shown in figure 8. There were two

full-sized studs. A, and two half-sized studs, 6,

and no spacers. The faces were fastened to the plates and full-sized studs in the same way

as in the other 4-ft partition specimens. Both

faces were fastened to the half-sized studs by

glue and by 6d casijig nails spaced 6 in. Half-sized studs.—The half-sized studs, G, were Douglas fir, "^^i^ by 3% in., 7 ft 8% in. long.

Each half-sized stud was fastened to the floor plate and to the top plate by two lOd common

nails passing through each plate into the half- sized stud (not toenailed).

(6) Eight-Foot Partition Specimens

The 8-ft partition specimens were similar to the 8-ft wall specimens shown in figure 9. They

were 8 ft 0 in. liigh, 8 ft 0 in. face width, and

[24]
4%6 in. thick, and were similar to the 4-ft partition specimens, except tliat there were seven

studs spaced 1 ft 4 in. on centers, and no

spacers. A stud at each edge extended onehalf its thickness beyond the faces. The width

overall was 8 ft l^s in. Faces. —Each face consisted of one sheet of fiberboard, 8 ft 0 in. square, fastened to the

top plate, floor plate, and the studs by glue

and to botii plates nnd to the edge studs by

6d casing nails in. from the edge of the board,

spaced 6 in.

(c) Twelve-Foot Pariition Specimens

To determine the relation between racking

properties and width of specimen, tlirco .ulditioiuil racking s])ecimens, CO~Rhi, R'£a, and

RSa, were submitted. These specimens, similar to the wall specimens shown in figure 10, were 8 ft 0 in. high, 12 ft 0 in. face width, and

4%6 in. thick. They were similar to the 4-ft partition specimens, except that there were 10

studs, spaced 1 ft 4 in. on centers, and no

spacers. A stud at each edge extended onehalf its thickness beyond the faces. The width

overall was 12 ft 1% in. Faces.—Each face consisted of one sheet of fiberboard, 12 ft 0 in. by 8 ft 0 in., fastened to the floor plate, top plate, and the studs by glue,

and to both plates and the edge studs by 6d

casing nails Yi in. from the edge of the board,

spaced 6 in.

2. Compressive Load

The results of compressive-load tests for partition specimens CO-Cl, C2, and CS are shown

in table 6 and in figures 38 and 39. The speed of the movable head of the testing

machine under no load was adjusted to 0.072

in./min.

Deflections toward the "outside" face (positive deflection) were plotted to the right of the

vertical axis in figure 39. The face farthest

from the load line was taken as the "outside"

face. Deflections toward the "inside" face

(negative deflection) were plotted to the left of the vertical axis. Under the maximum load the fiberboard on

the "inside" face of each specimen separated

from the uppei' half of the studs, and the top

0 0,04 0,08 0,12 0.16

shorfen'inc^ in,

Figure 38.

Compressive load on partition (JO.

Load-shorlcning (open circles) and load-set (solid circles) results for

spcciiiii'iis CO-Cl, C2, and CS. The load was applied 1.21 in. (onetliir.l t lir thiclvness of the frame) from one surface of the studs. The

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

-0.2 0 0.2 0.4

lafera/ defiedion in. Figure 39.

Compressive load on parlilion CO.

Load-lateral deflection (open circles) and load-lateral set (solid circles) results for specimens CO-Cl, C2, and CS. The load was ap|)lied 1.21

in. (one-third the thickness of the frame) from one surface of (ho studs. The loads are in kips per foot of actual width of specimen. The deflec- tions and sets are for a gage length of 7 ft 10 in., the gage length of the

deflectometers. [25]
plate crushed locally at the "inside" edges of the studs.

3. Transverse Load

results for partition

and TS are given in

Transverse-load test specimens C0~T1 , T2,

table 6 and in figure 40. The speed of the movable head of the test- ing machine under no load was adjusted to 0.14 in./min.

The fiberboard on the face not loaded of specimens T2 and T3 was forced away from the

300

200

100

0

•mm ( ) JO

o

o

o

O JO

jfo

o

€fo

\J CO

0 0,5 10 1,5 2.0

def/ecfion in. Figure -10. —Transverse load on partition CO.

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

studs when one of the studs ruptured partially.

For specimen T2 this eft'ect was observed when

the center stud ruptured partially under a load

of 248 lb/ft', and for specimen TS when one

outer stud ruptured partially under a load of 200 Ib/ft^ and completely under a load of 303

lb/ft-. Under the maximum load one outer stud in specimen Tl ruptured along the grain near midspan; the center stud in specimen T2 ruptured completely; and the center stud and one

outer stud in specimen TS ruptured completely near midspan. For each of the specunens the

fiberboard on both faces separated from the

studs near midspan but did not rupture.

^200

Z 100

%

0

•

• o c

• •

»

c —o—

c

^ o-

)

o

./.

J,

—°—

j

> jf o

/ • •

;

o p I

f>—o

)

m on: \T

Y CO 0 0.1 0.2 0.3 0.4

indenfafion in. Figure 41.

Concentrated load on partition CO.

Load-indentation (open circles) and load-set (solid circles) results for specimens CO-PI, P2, and PS.

8

^ 6

I

1^

-5; 2

0

• o

• O (

c 3

••

/

O (

3 o/^ O r

r

» -

•

1 •

V CO

0 12 3 4

defleci/on In. Figure 42.

Impact load on partition CO.

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

circles) results for specimens CO II, 12, and IS. The sandbag struck the center of the specimen directly over a stud. [26]
r

4. Concentrated Load

The results of concentrated-load tests for partition specinaens CO PI, P2, and P3 are given in table 6 and in figure 41. The concentrated load was applied to one face

of each specimen on the fiberboard midway

between studs and 8 in. from one end of the

specimen. On each specimen the disk punched

through the fiberboard under the maximum

load.

5. Impact Load

Impact-test results are shown in table 6 and

in figure 42 for partition specimens C0-~I1, 12,

and 13, and in figure 43 for partition specimens

CO-Ila, I2a, and I3a.

The impact load was applied to the center of one face of specimens II, 12, and 13, the sandj bag striking the fiberboard directly over the

center stud. The effects are given in table 12.

I Table 12.

Effects of impact load on partition CO

[The sandbag struck the specimen directly over the center stud]

Description of effects

Specimen

11 Specimen Specimen11

Height

of

drop

Deflection

Height

of

drop Deflection

Height

of

drop Deflection

Face loaded:

1 Fiberboard separated from ft in. ft- in. ft in. the studs 1.0 0.80 2.0 1. 13 4. 5 2. 04 Fiberboard ruptured where

the sandbag struck 7.0 4.03 7.0 3. 94 6. 5 3.48

1 Face not loaded: Fiberboard separated from

thestuds-., ... 1.0 0. 80 2.0 1. 13 1.5 0. 94 Fiberboard ruptured trans- versely at midheight.. 8.0 Fiberboard separated 3 in. or more from studs 8.0 8.0 6.0 4. 58

1 Center stud:

Partially ruptured 7.0 4.03 9.0 5.5 3. 48 Completely ruptured, outer studs undamaged _ 7.5 9.5 6.5

The impact loads were applied to the center

|(of one face of specimens CO-Ila, I2a, and ISa,

jijthe sandbag striking the fiberboard between

i the full-sized studs.

, To prevent misleading results from local

j effects on the loaded face of this type of specij|men, the deflections and sets were measured

" with two deflectometers and two set gages, not

Mone, as described in BMS2. The deflectomI'ileters were placed in contact with the unloaded

[face of the specimen at midheight, one at each

inner stud, and the set gages rested on the

j loaded face, one over each of these studs.

defJecfion in,

Figure 43.

Impact load on partition specimens CO-Ila,

I2a, and iSa.

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

circles) results. The sandbag struck the center of the specimen mid- way between studs.

The eft'eets of the impact load are given in

table 13.

Table 13.

Effects of impact load on partition CO

[The sandbag struck the specimen midway between studs]

Description of effects

Specimen

Ila SpecimenIBa SpecimenISa

"o- o- f-,£ W

Deflection

Height

of

drop

Deflection

of £ M

Deflection

Face loaded: Fiberboard rup- tured where the sandbag ft in. ft in. ft in. struck- 2.0 0. 50 1. 5 0.39 2.0 0.51 Face not loaded: Fiberboard ruptured trans- versely at midheight - _ 3.0 2.5 Fiberboard separated completely from all the studs. Studs not ruptured- - 3.0 3.0 3.0

6. Racking Load

Partition specimen CO-Rla under racking

load is shown in figure 44. The results are shown in table 6 and in figure 45 for the 8-ft partition specimens CO-Rl, R2, and RS, and

in figure 46 for the 12-ft partition specimens

CO-Rla, R2a, and RSa.

[27]
The racking loads were applied only to the

top plate. The stop was in contact only with

the floor plate, at the diagonally opposite corner

of the specimen. The racking loads were applied by means of a hand-di-iven pump, and

therefore the speed of loading could not be

closely controlled.

Under the maximum lood on each specimen

the fiberboard on both faces separated from the

glued surfaces of the frame, and the frame was

displaced relative to the faces. The nails passing through the faces into the top plate and

into the stud at the unloaded edge of the specimen tore through the edges of the fiberboard.

The racking strength (kips/ft) decreased with an increase in the width of the specimen. The

average maximum racking load (kips) for the

12-ft specimens was only 6 percent greater than

the average for the 8-ft specimens.

The glued joints between the fiberboard and

the frame appeared to fail consecutively, beginning at the edge to which the racking load was

applied.

VIII. ADDITIONAL COMMENTS BY

SPONSOR

Approximately 1,200 "Precision-Built" houses

have been erected. They are widely distri- buted in the United States and therefore are subjected to a wide range of climatic conditions.

The "Bemis" 4-in. cubical module was used in

the design of these houses, which means that

[28]
0.8

0,8

0,4

0,2

0

•

•n

<

1—

0 —

• ^

>• 0 Oy

0

c —•-

•/

•

0

c

r n 0

>

/

•••

J

•

> c

> 0 d

yS-o

) or 0

1

c

p—c

0

\ 0 >

\ T

Oj O)

1 m c 1/

If

/o

0 0.04 0.08 0.12

deformafion in./8fi

Figure 45.

Racking load on partition CO.

Load-deformation (open circles) and load-set (solid circles) results for specimens CO-Rl, Eg, and BS. The loads are in kips per foot of face width of specimen (8 ft 0 in).

0,6-

0,4

0.3

0,2

01

0

to"

1 B r-O r—

——0- —

1 •0

1

0

-f-—

5 ]

1

•

•—

1•—

y CO-a 0 0.04 0.08 0.12

deformafion in./8ff

Figure 46.

Racking load on partition specimens

CO-Rla, R2a, and RSa.

Load-deformation (open circles) and load-set (solid circles) results. The

loads are in kips per foot of face width of specimen (12 ft 0 in).

all nominal dimovnsions of Icn^'th, widlli, iind height are in increments of 4 in. M(j(lular

design permits the manufacture of standa/-d

interchangeable parts for a variety of sizes and

designs of buildings.

The materials are fabricatfid in the shops of

local lumber dealeis and ei-ected by local contractors in accordance with plans and specifications furnished by the Homasote Co. Tiu; lumber for sills, plates, fii-st-story floor joists, and

roof rafters is cut to size in the shop and delivered to the site ready for assembling. The

materials for wall, partition, ceiling, and secondstory floor sections are cut and assembled in tlie shops upon jig tables approximately 22 ft long

by 10 ft wide, having fixed guides along the

sides and two adjustable cross guides. "Homasote" fiberboard is available in sizes up to 8 by

14 ft. The flaming of a typical house is shown in figure 47. The superstructure is erected in accordance

with the conventional platform, or wo^stern,

system of house framing on a masonry foundation, with or without a basement. Wood sills, 2 by 6 in., fastened to the foundation by %-in. anchor bolts, support the first-story floor joists.

Sills are joined with half laps, leveled by means

of slate shims, and grouted. The joists are 2 by 8 in., spaced 1 ft 4 in. on centers, and are toenailed to the sill. Starting joists, joists

under parallel partitions, and headers and trim- mers for openings are doubled. Continuous

headers are nailed to the outside ends of the

joists. For splices over girders the joists are

either lapped and nailed or butt jointed and

spliced with 1-ui. material. The subflooring

consists of 1-in. boards tongue-and-grooved,

laid at an angle of 45

Wall and partition sections are made in standard heights of 7 ft 2 in., 7 ft 6 in., 7 ft 10 in., and 8 ft 2 in.; and in widths up to 21 ft. The

widths usually correspond to the sides of a room. The sections weigh approximately 4 Ib/ff- and

usually can be handled by four men. When in position, the sections rest on the subfloor of either the first or the second story and are fas- tened to the floor and to each other by 16d nails. A continuous wood plate, 2 by 4 in., is nailed over the tops of the sections, serving to aline the

sections and to form an additional tie. Corners

[29]
1

23

Figure 47.

Section of typical "Precision-Built" house.

are joined by means of a special assembly of

three studs fastened to the end of one of the

adjacent sections. The fiberboard is extended on the outside and is cut back on the inside to

fit the corner. The ends of partitions are joined

to the wall sections at intermediate points by a

special assembly of three studs in the wall section, one of which faces the end stud of the

partition section. Openings are framed for doors and windows of conventional design at the time the sections are made in the shop, the

jamb studs being doubled in accordance with

usual practice. Metal flashing is installed over

all openings. Gable ends consist of one center

section and three triangular sections.

The second-story floor sections are usually room size, and consist of 2- by 8-in. joists

spaced 1 ft 4 in. on centers. There are 1- by

3-in. furring strips spaced 1 ft 4 in. on centers

nailed across the bottom edges, and "Homasote" fiberboard is glued to the furring strips to form the ceiling of the first floor. If the size of the room is not larger than 8 by 14 ft, the

fiberboard is one sheet. For larger rooms the

fiberboard is arranged in panels and the joints are beveled or covered with strips of fiberboard

or false beams. Ceiling sections are similar to second-story floor sections, except that the

joists are usually 2 by 6 in. If the attic is floored, a wood plate, 2 by 4 in.,

is nailed to the subfloor at the ends of the joists

and the rafters fastened to this raised plate.

If there is no attic floor, the rafters are fastened

to the top plate of the wall. Where buildings

are subjected to high wind loads, bent plates

anchor the ends of the rafters to the wall sec- tions and anchor the wall sections to the sills. The completed buildings closely resemble

conventional construction.

The physical properties of the fiberboard were determined by the Paper Section of this Bureau, under the supervision of B. W. Scribner,

with the assistance of S. G. Weissberg.

The descriptions and drawings of the speci- mens were prepared by E. J. Schell, G. W. Shaw,

and T. J. Hanley of the Building Practice and

Specifications Sections, under the supervision of V. B. Phelan.

The structural properties were determined by

the Engineering Mechanics Section, under the

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

with the assistance of the following members

of the professional staff: F. Cardile, H. Dollar,

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

Johnson, A. B. Lanham, A. J. Sussman, and

L. R. Sweetman.

Washington, December 18, 1939.

o

[30]
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The following publications in this series are 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.. lOji BMS3 Suitability of Fiber Insulating Lath as a Plaster Base IQji BMS4 Accelerated Aging of Fiber Building Boards 10(4 BMS5 Structural Properties of Six Masonry Wall Constructions 15^ BMS6 Survey of Roofing Materials in the Southeastern States 15yi BMS7 Water Permeability of Masonry Walls 10^ BMS8 Methods of Investigation of Surface Treatment for Corrosion Protection of Steel 10(i BMS9 Structural Properties of the Insulated Steel Construction Company's "Frameless-Steel" Constructions for Walls, Partitions, Floors, and Roofs 10(5 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 lOji BMS12 Structural Properties of "Steelox" Constructions for Walls, Partitions, Floors, and Roofs

Sponsored by Steel Buildings, Inc 15^ BMS13 Properties of Some Fiber Building Boards of Current Manufacture 10^ BMS14 Indentation and Recovery of Low-Cost Floor Coverings 10^ BMS15 Structural Properties of "Wheeling Long-Span Steel Floor" Construction Sponsored by

the Wheeling Corrugating Co 10{S

BMS16 Structural Properties of a "Tilecrete" Floor Construction Sponsored by Tilecrete Floors, Inc lOjS BMS17 Sound Insulation of Wall and Floor Constructions 100 BMS18 Structural Properties of "Pre-Fab" Constructions for Walls, Partitions, and Floors Sponsored by the Harnischfeger Corporation 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^ BMS21 Structural Properties of a Concrete-Block Cavity-Wall Construction Sponsored by the National Concrete Masonry Association lOfi BMS22 Structural Properties of "Dun-Ti-Stone" Wall Construction Sponsored by the W. E. Dunn Manufacturing Co lOji BMS23 Structural Properties of a Brick Cavity-Wall Construction Sponsored by the Brick

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

Floors, and Roofs 15^5 BMS26 Structural Properties of "Nelson Pre-Cast Concrete Foundation" Wall Constructions

Sponsored by the Nelson Cement Stone Co., Inc lOfS BMS27 Structural Properties of "Bender Steel Home" Wall Construction Sponsored by The

Bender Body Co lO^S BMS28 Backfiow Prevention in Over-Rim Water Supplies lOyi BMS29 Survey of Roofing Materials in the Northeastern States 100 BMS30 Structural Properties of a Wood-Frame Wall Construction Sponsored by the Douglas

Fir Plywood Association 100 BMS31 Structural Properties of "Insulite" Wall and "Insulite" Partition Constructions Sponsored by The Insulite Co 150 BMS32 Structural Properties of Two Brick-Concrete-Block Wall Constructions and a Concrete- Block Wall Construction Sponsored by the National Concrete Masonry Association, 100 BMS33 Plastic Calking Materials 10^

[ List continued on cover page IV ]
BUILDING MATERIALS AND STRUCTURES REPORTS

[ Continued from cover page III ] BMS34 Performance Test of Floor Coverings for Use in Low-Cost Housing: Part 1 10^ BMS35 Stability of Sheathing Papers as Determined by Accelerated Aging lO^i BMS36 Structural Properties of Wood-Frame Wall, Partition, Floor, and Roof Constructions

with "Red Stripe" Lath Sponsored by The Weston Paper and Manufacturing Co_. 100 BMS37 Structural Properties of "Palisade Homes" Constructions for Walls, Partitions, and

Floors Sponsored by Palisade Homes 10^ BMS38 Structural Properties of Two "Dunstone" Wall Constructions Sponsored by the W. E. Dunn Manufacturing Co 10(4 BMS39 Structural Properties of a Wall Construction of "Pfeifer Units" Sponsored by the Wisconsin Units Co . 10(4 BMS40 Structural Properties of a Wall Construction of "Knap Concrete Wall Units" Sponsored

by Knap America, Inc BMS41 Effect of Heating and Cooling on the Permeability of Masonry Walls 100 BMS42 Structural Properties of Wood-Frame Wall and Partition Constructions With "Celotex"

Insulating Boards Sponsored by The Celotex Corporation 100 BMS43 Performance Test of Floor Coverings for Use in Low-Cost Housing: Part 2 100 BMS44 Surface Treatment of Steel Prior to Painting 100 BMS45 Air Infiltration Through Windows 100 BMS48 Structural Properties of "Precision-Built" Frame Wall and Partition Constructions

Sponsored by the Homasote Co 100