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

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

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

CENTRAL HOUSING COMMITTEE

SUBCOMMITTEE ON TECHNICAL RESEARCH

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

Federal Housing Administration. United States Housing Authority.

Sterling R. March, Secretary.

Albert G. Bear,

Veterans' Administration.

Pierre Blouke,

Federal Home Loan Bank Board.

Carroll W. Chamberlain,

Procurement Division (Treasury).

Joseph M. DallaValle,

Public Health Service (Federal Security

Agency).

John Donovan,

Farm Security Administration (Agriculture).

George E. Knox,

Yards and Docks (Navy).

Vincent B. Phelan,

National Bureau of Standards (Commerce).

Edward A. Poynton,

Office of Indian Affairs (Interior).

George W. Trayer,

Forest Service (Agriculture).

Elsmere J. Walters,

Construction Division (War).

CHAIRMEN OF SECTIONS

Specifications Materials Maintenance

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

Mechanical Equipment Methods and Practices

Robert K. Thttlman

NATIONAL BUREAU OF STANDARDS

STAFF COMMITTEE ON ADMINISTRATION AND COORDINATION

Hugh L. Dryden, Chairman.

Mechanics and Sound.

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

Clay and Silicate Products. Chemistry.

Hobart C. Dickinson, Addams S. McAllister,

Heat and Power. Codes and Specifications.

Warren E. Emley, Henry S. Rawdon,

Organic and Fibrous Materials. Metallurgy.

The Forest Products Laboratory of the United States Department of Agriculture

is cooperating with both committees on investigations of wood constructions.

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

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

and STRUCTURES

REPORT BMS31

Structural Properties of

"Insulite" Wall and "Insulite" Partition Constructions

Sponsored by The Insulite Co.

hy HERBERT L. WHITTEMORE and AMBROSE H. STANG

with the collaboration of

Thomas R. C. Wilson

Forest Products Laboratory

Forest Service, United States Department of Agriculture

ISSUED OCTOBER 26, 1939

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

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

UNITED STATES GOVERNMENT PRINTING OFFICE • WASHINGTON • I939

FOR SALE BY THE SUPERINTENDENT OF DOCUMENTS, WASHINGTON, D. C. • PRICE I5 CENTS
Foreword

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

coiistructions were sponsored by industrial organizations advocating and promoting

their use. The sponsor built and submitted specimens described m this report for the

program outlined in BMS2, Methods of Determining the Structural Properties of LowCost House Constructions. The sponsor, therefore, is responsible for the description of the specimens and the method of fabrication. The Bureau is responsible for the method

of testing and the test results. This report covers only the load-deformation relations and strength of the structural

elements when subjected to compressive, transverse, impact, concentrated, and rackingloads by standardized methods simulating the loads to which the element would be subjected in actual service. Later it may be feasible to determine 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 the 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.

[n]
Structural Properties of "Insulite" Wall and "Insulite"

Partition Constructions Sponsored by The Insulite Co.

by HERBERT L. WHITTEMORE and AMBROSE H. STANG

with the collaboration ot Thomas R. C. Wilson, Forest Products Laboratory, Forest Service, United

States Department of Agriculture

CONTENTS

Page

Foreword ii

I. Introduction ^ 2

II. Sponsor and product 2

III. Specimens and tests 3 IV. Materials 3

1. Sources of information 3

2. Wood 4

(a) Framing 4

(b) Bevel siding 4

(c) Nailing strips 4

(d) Furring strips 4

(e) Shingles 4

3. Insulating board 5

(a) General 5

(b) "Bildrite" sheathing 6

(c) "Gra\lite" interior board 6

(d) "Lok-Joint" lath 6

4. Nails 8

5. Plaster 8

6. Stucco finish 9

(a) Stucco 9

(b) Sheathing paper 10

(c) Metal lath 10

(d) Staples 10

(e) Wire 10

7. Brick veneer 10

(a) Brick 10

(b) Mortar 10

(c) Wall ties 11 V. Wall BG 11

1. Description, sponsor's statement.-. 11

(a) Four-foot wall specimens 1

(b) Eight-foot wall specimens 12

2. Compressive load 12

3. Transverse load 14

4. Concentrated load 15

5. Impact load 17

6. Racking load 18

VI. Wall BH 18

1. Description, sponsor's statement 18

(a) Four-foot wall specimens 18

(b) Eight-foot wall specimens 19

2. Compressive load 20

3. Transverse load 20

4. Concentrated load 21

5. Impact load 21

6. Racking load 23

Page

VII. Wall Bl 24

1. Description, sponsor's statement 24

(a) Four-foot wall specimens 24

(b) Eight-foot wall specimens 25

2. Compressive load 25

3. Transverse load 26

4. Concentrated load 27

5. Impact load 28

6. Racking load 29

VIII. Wall BJ 29

1 . Description, sponsor's statement 29

(a) Four-foot wall specimens 29

(b) Eight-foot wall specimens 30

2. Compressive load 31

3. Transverse load 32

4. Concentrated load 33

5. Impact load 34

6. Racking load 35 IX. Wall BK 35

1. Description, sponsor's statement 35

(a) Four-foot wall specimens 35

(b) Eight-foot wall specimens 36

2. Compressive load 36

3. Transverse load 37

4. Concentrated load 38

5. Impact load 40

6. Racking load 41 X. W'all BL 41

1. Description, sponsor's statement 41

(a) Four-foot wall specimens 41

(b) Eight-foot wall specimens 42

2. Compressive load 43

3. Transverse load 43

4. Concentrated load 44

5. Impact load 45

6. Racking load 46 XI. Partition BM 47

1. Description, sponsor's statement 47

2. Impact load 48

3. Concentrated load 48 XII. Partition BN 49

1 . Description, sponsor's statement 49

2. Impact load 50

3. Concentrated load 50

XIII. Sponsor's comments 52 XIV. Selected references 52

[1]
ABSTRACT

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

Insulite Co. submitted 114 specimens representing 6 wall and 2 partition constructions having wood framing

with "Bildrite" sheathing, "Graylite" interior board,

and "Lok-Joint" lath. The wall specimens were subjected to compressive,

transverse, concentrated, impact, and racking loads and the partition specimens to impact and concentrated

loads. The transverse, concentrated, and impact

loads were applied to both faces of wall specimens. For each of these loads three like specimens were tested. The deformation under load and the set after the load was removed were measured for uniform increments of load, except for concentrated loads, for which the set only was determined. The results are presented in graphs and in tables.

I. INTRODUCTION

In order to provide teclmical facts on the

performance of constructions which might be

used in low-cost houses, to discover promisingconstructions, and ultimately to determine the

properties necessary for acceptable performance,

the National Bureau of Standards has mvited

tlie building industry to cooperate in a program

of research on building materials and structures

for use in low-cost houses and apartments.

The objectives of this program are described in

report BMSl, Research on Building Materials

and Structures for Use in Low-Cost Housing,

and 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 which have been extensively used in this country for houses were included in the program

for the determination of the structural properties by the standardized laboratory methods

described in BMS2 because their behavior

under widely different service conditions is known to both builders and the piiblic. The

reports on these constructions are BMS5,

Structural Properties of Six Masonry Wall

Constructions, and BMS25, Structural Properties of Conventional Wood-Frame Constructions for Walls, Partitions, Floors, and Roofs.

These wood-frame constructions were built and

tested by the Forest Products Laboratory at Madison, Wis.

This report describes the structural properties

of constructions sponsored by one of the manufacturers in the building industry. The speci- mens were subjected to compressive, transverse,

concentrated, impact, and racking loads, simulating loads to which the elements of a house

are subjected. In actual service, compressive

loads on a wall are produced by the weight of the roof, second floor and second-story wails,

if any, furniture and occupants, and snow and

wind loads on the roof. Transverse loads on a

wall are produced by the wind, concentrated

and impact loads by furniture or accidental

contact with heavy objects, and racking loads

by the action of the wind on adjohiing walls. For nonload-bearing partitions, impact loads

may be applied accidentally by furniture or by

a person falling against a partition, and con- centrated loads by furniture or by a ladder or other object leaning against the partition.

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 Insulite Co., Minneapolis, Minn., and represented

wood-frame wall and partition constructions

with "Bildrite" sheathing, "Graylite" interior

board, and "Lok-Joint" lath. The wood-fiber

insulating board was manufactured by The

Insulite Co. and marketed under the trade names "Bildrite" sheathing, "Graylite" in- terior board, and "Lok-Joint" lath. The wood framing was red pine, No. 1 com- mon. The wall constructions had nominal 2- by 4-in. studs spaced 1 ft. 4 in. on centers,

fastened to a single floor plate and a double top

plate. The framing of the partition constructions was similar to that of tlie wall constructions, with the exception that the top plate was

single, not double.

The outside face of the wall constructions was "Bildrite" sheathing covered with wood

bevel siding, stucco, brick veneer, or wood

shingles. The inside face of the wall constructions and both faces of the partition construe-

[2]
tions were either "Graylite" interior board or "Lok-Joint" lath and gypsum plaster.

III. SPECIMENS AND TESTS

The six wall constructions and the two partition constructions were assigned the symbols

given in table 1 . The specimens were assigned

the designations given in table 2. Table 1.

Construction symbols

Element

Wall

Do

Do

Do

DoDo

Partition

Construc- tion symbol

BG

BH

BIBJ

BK

BL

BM

BN

Outside face

"Bildrite" sheathing and wood bevel

siding. ....do

-do.

'Bildrite" sheathing,

sheathing paper, metal lath, and

stucco.

'Bildrite" sheathing

and brick veneer.

'Bildrite" sheathing, wood furring strips, and wood shingles.

Inside face

"Lok-.Toint" lath and

plaster.

"Graylite" interior

board, H in. thick. 'GrayHte" interior

board, K> 'n. thick. 'Lok-Joint" lath and

plaster.

Do.

Do.

Both faces

"Lok-Joint" lath and plaster. "Graylite" interior board. H in. thick.

Table 2.Specimen designations

Element

Wall.. Do^

Do.

Do.

DoDo. Do. Do.

Partition. Do

Specimen

designation

CI, C2, CS

Tl, T2, T3

T4, TS, T6

PI, P2. PS » Pi, PS, P6 » n, 12, IS H, 15, 16 Rl, R2, RS

II, 12, IS PI, P2, PS »

Load

Compressive.

Transverse do

Concentrated .

.

do Impact

do Racking Impact

Concentrated - -

Load applied

Upper end.

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

Either face. Do.

» These specimens were undamaged portions of either the transverse

or the impact specimens.

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 speci- mens and describes the presentation of the

results of the tests, particularly the loaddeformation graphs. Thomas R. C. WUson of the Forest Products Laboratory, Madison,

Wis., cooperated with the Bureau staff in this work by giving advice and suggestions on the

technique of testiag wood structures.

For the compressive test the thickness of the

wall was taken as the thickness of the structural

portion, that is, the distance from tlie inside

surface of the studs to the outside surface of the

studs. The compressive load was applied onethird this thickness from the hiside surface of

the studs. The shortenings and sets were measured by means of compressometers at- tached to the steel loading plates through which

the load was applied to the specimen, not to the

specimen as described in BMS2. For woodframe constructions under compressive load

there is considerable local shortening caused by

crushing of the floor plate and the top plate at the ends of the studs. Therefore, the shortening of the entire specimen is not proportional

to the value obtained from compressometers

attached near each end of the specimen.

Before applying the loads, the speed of the

movable head of the testing machine was

measured under no load. For compressive

loading the speed was 0.3 in./min. For trans- verse loading the speed was 0.44 in./min, except

for the BKspecimens. The transverse load was

applied to the BK specimens by means of a jack operated manually, and the speed could not

be closely regulated.

Each BG, BL, and BM specimen was tested on the 28th day following the application of the

finish coat of plaster. Each BJ specimen was

tested on the 28th day after completion of the

stucco and the application of the finish coat of

plaster. Each BK specimen was tested on the

28th day after completion of the brick veneer and the application of the base coat of plaster.

For these BK specimens the age of the base coat

when the finish coat of plaster was applied

ranged from 6 to 14 days.

The tests were begun July 23, 1938, and

completed October 25, 1938. The sponsor's

representative witnessed the tests.

IV. MATERIALS

1. Sources of Information

Sponsor's statement.—Unless otherwise stated,

the information on materials was obtained from

the sponsor and from inspection of the speci- mens.

Forest Products Laboratory.—The species of

all the woods and also the grade of the wood

[3]
framing were determined by the Forest Products

Laboratory. The Laboratory also supervised

the determination of the moisture content of

the wood.

Paper Section.—The physical properties of the sheathing, interior board, and lath were

determined by the Paper Section of the Bureau.

Lime and Gypsum Section.—The properties

of the plaster were determined by the Lime

and Gypsum Section of the Bureau.

Masonry Construction Section.—The properties of the stucco, brick, and mortar were determined by the Afasonry Construction Section of the Bureau.

2. Wood

(a) Framing

Studs, floor plates, and top plates, red pine

(Pinus resinosa, usually designated Norway

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

1/8 by 3% in. (nominal 2 by 4 in.).

{h) Bevel Siding

Northern white pine, select, grade B or

better, Yu by Yie, by 5^2 in., 4 ft 0 in. long.

(c) Nailing Strips

Red pine (Pinus resinosa), No. 2 common,

S2S (siirfaced two sides), % by % in.

(d) Furring Strips

Red pine (Pinus resinosa), No. 2 common,

S2SlE (surfaced two sides, one edge), % by 1%

in., 4 ft 0 in. long.

(e) Shingles

Western red cedar, grade No. 1 (100 percent

edge grain, 100 percent heart, 100 percent clear),

16 in. long, five butts to 2 in., dried by air. Brand "Highland."

Forest Products Laboratory.— -Aiter each specimen was tested, one face was removed to expose

the studs and photographs were taken showing

the knots and failures. The grade of the wood

framing was determined from these photographs. The studs ranged from almost straight

grain with few knots, as shown in figure 1, to many knots, as shown in figure 2. A typical

frame is shown m figure 3. The moisture content of all the wood (except

the nailing strips) is given in table 3.

Figure 1.

Frame of wall specimen

BK-I4.

Almost straight grain with few knots.

[4]
Table 3.

Moisture content of the wood

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

Wood

Construction symbol

Moisture content "

Minimum Maximum

Percent

15

1416

19

2115

1712

Average

Kramiu)!, red pine,. -

Average ...

1 BG

BH

BI

J BJ

\ BK

BLBM

\ BN

Percent

119

9

119

10

11

11

Percent

12

1212

13

IH12

15

11

13

Bevel siding, northern white pine... .....

Average.

f BG

{ BH

[ BI

108

8

1212

12

111111

11 Furring strips, red pine.. 12 10 Shingles, western red

1 BL

1 cedar : 10 9

" Based on the weight when dry. An electrical moisture meter was used when

determining the moisture content. Although

the instructions with the meter gave correction

values for several species of wood, there was

none for red pine (Norway pine). Therefore,

44 samples from the frames were dried in an oven at 212° F until the weight was constant.

The moisture content was the difference between the initial weight and the weight when

dry, divided b}^ the weight when dry. The

average value for these samples was 0.7 greater

than the average of the meter readings; therefore, the moisture content of the red pine was

obtained by adding 0.7 to the meter readings

and roundhig the result to the nearest whole

number.

The moisture content of the w'ood in each

specimen was determined on each stud. If the

construction included these materials, it was

determined on about oiic-ludf of the pieces of bevel siding and on 4 furring strips and about

10 shingles.

3. Insul.vting Bo.\kd

(a) General

All the insulating boards w'ere made from

wood fibers produced by a cold-grinding process and felted into a board. The fibers were

chemically treated to increase the water resist- ance and to resist rot and termites. One sur- face of the boards had the appearance of closety woven fabric, designated "linen tex-

[5]
Figure 3.

Frame of wall specimen BK-T5.

A typical frame.

ture"; the other surface had the appearance

of loosely woven fabric, designated "burlap

texture."

(6) "Bihlritc" Sheathing

Rigid insidating board, 25/32 in. thick, made

as described under (a), with the exception that

the wood fibers were intimately mixed with

finely divided asphalt before felting. The

asphalt was added to increase the strength and

water resistance. Color, grayish brown. The

recommended location for nails was marked on

the linen-textured surface.

(c) "Graylite" Interiur Board

Rigid insulating board, 1/2 and 3/4 in. thick,

made as described under (a), with the exception

that asphalt was added as for "Bildrite"

sheathing. Color, grayish brown.

(f/) "Lok-Jowf Lath

Rigid insulation board made as described

under (a), 1/2 hi. thick, 1 ft 6 in. by 4 ft 0 in., shiplapped along each of the longer edges as shown at A, figure 4. There were three

"Loks," spaced about 1 ft 4 in. on one shiplapped edge of each lath. The "Lok," B, was

a loop of galvauized steel wire. No. 12 (0.1055-

in. diam before galvanizing), reinforced by a

staple, C, of steel wire No. 19 (0.041-hi. diam).

The "Loks" were attached to the lath to pre- vent lateral displacement with respect to the

adjacent lath, particularly when the plaster wns applied.

Paper Section. —The physical properties of the sheathing, interior board, and lath are given in table 4. The samples of the boards were taken from

the specimens after they had been tested. Probably the properties of the lath were affected

by the removal of the plaster.

[6]
Table 4 Phyttiml prnpfrlicf! of llir alicii/h i iig, liilcrliir hnm il, ami lalh

['I'lio samples were l.akcii from I, lie spcciiiiens after Ihey had heen tested]

Board Thickness

Speci- men

Transverse Tensile strength

Water

absorption, by

volume

Linear

expansion for 47 per- cent

relative humidity change

Density, dry

Nail-hiilding strength

Strength Deflection at ultimate load Lengthwise

Cross- wise

Air permeability Lengthwise

Cross- wise Lengthwise

Cross- wise LengthwiseCross- wise

"Bildrite" sheathing.

Average-

"Graylite" interior board. Do

Average- . -

"Lok-Joint" lath___

Average .

in.

}25/32

3/4

1/2

1/2

BG-T2.. BM—Ri - BI-Tl - BJ-Ti . BK-T2.

BI^C3_.

lb53.3

57.0

61. 2 55.0

57.8 54.8

lb

47. 6

53. 1 53.6

50, 1 48. ) 50.7

in.

0. 51 .47

.47

.66

.48

.48

in.

0. 52 .49

. 51 .54

.63

.42

Iblin.i 344

355

367

381

lb/in.'' 294

.304 329

305

335

PcTcent

5. 4

4. 2

3. 7

5. 5 5.0 5.6

Percent

0.2

'. 1 .3

, 2

. 2

lOljl * 17.

1

18. 2 18.4

17. 1 17.3

17.1

fmr

ft ' \Loiin.')

207

234

lb

1,58 144 156

1.57 156

157

lb146

145

146

157 147 147

56.5 50.5 0.50 0. 52 362 313 4.

9

0. 2 17. 5 2.50 165 148 BH-RU. 62. 6 52.4 0. 50 0. 52 3.7 0.2 18. 2 230 150 148

85

101

f BI-Tl..

\ BN-I3..

26.0

24.3

21.2

21.8

0. 64 .620. 74 .63 352

383

286

305 4.84.7 0.2

.3 17.5

17.6

184

211 89106

25. 2 21.6 0. 63 0.68 368 296 4.8 0.2 17.6 198 98 93

1 BG-T2..

BJ-TJf..

\ BK-T2.

BI^CS..

\ BM-IS..

18.0

17. 6 18.7

14.9

17.7

12.3

13.8

12. 3 13.0

14.0

0. 75 .74

.74 .69

.69

0. 90

.90

1.05

0. 94

.92

225

214 208

211 233

233

311 267

269

285

6.6

6.9

6.4

6. 6 6.6

0.4

.3

.4

.3.2

14.2

14.7

14.6

14.6 15.0

5802

6258

61

62

63

5663

61

17.4 13. I 0. 72 0. 94 218 273 ! 6.6 0.3 14.6 60 61

The transverse strength and deflection at ultimate load, tensile strength, water absorption, and linear expansion were determined in

accordance with Federal Specification LLL-F321a, Fiber-Board ; Insidating. For these properties the sheathing and the building board

complied with the requirements for class A.

For these properties, except for the deflection

at ultimate load of the crosswise specimen, the

lath complied with the requirements for class B. In the crosswise specimen the deflection

exceeded the specifled maximum of 0.85 in. The air permeability given in table 4 was

determined with the apparatus developed by

F. T. Carson.' The nail-holding strength was

measured by the method described in BMS4,

Accelerated Aging of Fiber Building Boards,

with the exception that the nails, common,

6d, 2 m. long. No. IIH steel wire (0.113-in.

diam), were ^ in., not % in., from the edge of

the board. A distance of in. was used be- cause this was approximately the distance in

the wall and partition specimens.

The moisture content of the sheathing,

interior board, and lath, determined by oven-

' BS J. Research 12, 567 (1934) RP681.

Figure 4.

"Lok-Joint" lath.

A, shiplapped joint; B. "Lok'' with prongs projecting into the lath; C, staple passing through the lath and clinched.

162796°—39 2 [7]
drying at 212° F to rnnstajvt weight, is given

in fable 5.

Tahi.e f).

MiiisliiiP rotiteni of Ihe shealh/ng, interior board, and lalli

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

Board

'Bildrite" sheathing.

A vernge_

'Oraylite" interior hoard Do

Average

'Lok-Joint" lath_

Average

'I'hick- ness

25/32

3/4_

1/2

Speci- men

(BI-Tl [bn-is

1/2

Moisture content

Mini- Maxi- mum mum

Average

Percent 'Percent \ Percent [BG-T2 8 10 9 BH-Rl 6 9 8 BI-Tl 7 9 8 BJ-Ti 9 14 11 BK-n 7 14 11 BI^CS 7 9 8

9 BH-Rl 6 10 8

BG-T2 10 14 12 RJ-T{ 10 15 11 RK-T-2 9 22 14 BL-C3 9 13 11 BM-IS 13 15 14

« Based on the weight when dry.

4. Nails

Tlie nails were made from steel wire, and the

description is given in table 6. Table 6.

Description of nails

Type Size Length steel wire gage

Penny

6

in. Number diam, in. Box 1% \m 0. 0858 Do 10 2% . 1130 Common . . 3 14 .0800 Do 8 m. lOK . 1314 Do 10 3 9 . 1483 Do 16 8 . 1620 Finishing ... 4 iH 15 . 0720 Do 6 2 13 . 0915 Plasterboard. 13 . 0915 Roofing. Wt 109J4

. 1350 Do . 1417

Head Finish

Cement

coated. Do.

Galvanized.

Blued.

Zinc coated.

1/2 [ Do.

5. Plaster

The plaster was applied in two coats. The

base coat was 1 part of neat gypsum plaster

and 2 parts of Potomac River building sand,

by weight. The finish coat was 1 part of

gaging plaster and 3 parts of h3'drated finishing

lime, by volume. The neat gypsum plaster,

the gaging plaster, and the finishing lime were

laiited States Gypsum Co.'s "Red Top." The

plastering contractor was instructed to apply

the plaster to the specimens as he would to tlie walls and partitions of a house.

Liiite and Gypsy in (SVf//'o??. —The properties of

the plasler were delei iuined in accordance with

Fe(h>r:d S|Kcilication SS-P-401, Plaster; Gypsum. The time of set of the neat gypsum

plaster for batches 1 to 20, inclusive, was 5% hr,

and the tensile strength was 250 Ib/in^. The

time of set of the neat gypsum plaster for batches 21, 22, and 23 was 15 hr, and the

tensile strength was 270 Ib/in^. Accelerator was added to batches 21, 22, and 23 to decrease

the time of set to about 5K hx. The neat

gypsum plaster complied with the requirements

for time of set and tensile strength in the

Federal specification.

The tensile strength of the sanded plaster for the base coat was determined on samples of

each batch of the wet plaster taken from the

job. The plaster was cast in briquet molds

and cured in accordance with paragraph F-2f (1) of Federal Specification SS-P-401, Plaster;

Gypsiim. The tensile strength of the sanded

plaster is given in table 7.

Table 7. —Tensile strength of the sanded plaster [Determined when weight was constant within 0.1 percent]

Batch number Specimens

BG-Cl, Tl. T2,R1

BG-T$, II (PI), 12 (P2), R2

BG-Ti. IS (PS), U, RS

BG-C2, T.5.I5 BG-CS. T6: BI^Tl

BG-I6: BI^Rl, R2

BL-T2, TS, II (PI), 12 (P2) BI^Cl. Ti,,IS(PS),H

BL-T5, IS, RS

BL~C2, CS. T6,I6 BM~I1 (PI), 12 (P2), IS (PS) BJ-Cl, Tl, T2 BJ-C2, CS, TS, TJ,, T5, II (PI), 12 (P2). BJ-T6. IS (PS), H,R1

BJ-R2

BJ-I5, 16, RS

BK-Cl, Tl (PI). T2(P2)

BK-C2, TS (PS), T4 BK-CS, T.5, TS

BK-Il, 12, IS BK-I/,. 15 BK-Ifi, Rl BK-R2. RS

Tensile

strength

Ib/inK

11095

110

105

8090

125 105

105 110

135 130

115

130

145 140

155 13090

190

155 190

» The concentrated-load specimens shown in parentheses were un- damaged portions of either the transverse or the impact specimens im- mediately preceding. The tensile strength of different batches of

the sanded plaster varied principally with the

quantity of water in the plaster mix, as indicated by the differences between batch 20 and

batch 21. For batch 20 the slump was 1^ in. and the tensile strength 90 Ib/in^. For batch

21 the slump was 3% in. (less water) and the

tensile strength 190 Ib/inl

[8]
There are no requirements in the Federal

specification for the tensile strength of sanded

plaster which has been sanded on the job. The

tensile strength of each batch exceeded tlie specified minimum tensile strength for I'eadysanded, scratch-coat plaster.

The proportion^ of plaster and sand ni the

set plaster were determined for two batches in accordance with the proposed revision, 1938, of Methods of Testing Gypsum and Gypsum

Products, American Society for Testing Materials, Designation C26-33. The ratio was 1 part of plaster to 2 parts of sand, by weight.

The time of set, the proportions of plaster

and sand in the base coat, and the thiclmess of the plaster complied with the recommendations for two-coat plastering in BMS3, Suitability of Fiber Insulating Lath as a Plaster Base. No buckles or cracks were observed in any of the specimens.

6. Sti/cco Finish

(a) Stucco The materials for the stucco were Standard

Lime and Stone Co.'s "Capitol" portland ce- ment, lime putty made by slakmg Standard

Lime and Stone Co.'s "Washington" powdered

quicklime, and coarse Potomac River building

sand (maximum size fu in.). The stucco was 1 part of portland cement,

0.11 part of hydrated lime, and 2.72 parts of dry sand, by weight. The proportions by volume were 1 part of cement, 0.25 part of hydrated lime, and 3.2 parts of loose damp sand,

assuming that portland cement weighs 94 lb/ft'', dry hydrated lime 40 Ib/ft^, and 80 lb of dry

sand are equivalent to 1 ft^ of loose damp sand.

The materials for each batch were measured

by weight, corrections being made for the moisture content of the lime putty and the sand.

The stucco was hand-mixed in a mortar box,

using either one or two bags of cement to the

batch.

The stucco was applied in three coats, each

coat being at least ji in. thick, giving a total thickness of about 1 m. The second coat was

applied 1 day after the first coat, and the third,

3 days after the second. The first two coats were scratched thoroughly. The third coat was

rubbed down with a wood-shmgle float about K

hr after beijig sci'eeded. Tlie specimens were

covered witli wet biirhi]) for 1 day after the

application of each coat, and the finish coat was

sprinkled with water daily foi' about 7 days.

Masonry Construction Section.—The cement

complied with the requirements of Federal

Specification SS-C-191a, Ceineiit; Portland, for

fineness, soundness, time of setting, and tensile strength. The lime putty contained about 40

percent of dry hydrate, by weight, and had a

plasticity of over 600, measured m accordance

with Federal Specification SS-L-351, Lime;

Hydrated (for) Structural Purposes. The sieve

analysis of the sand is given in table 8. Table 8.

Sieve analysis of the sand for the stucco, wall BJ

Sitvi' iiiiniber, U. S. StandardPassing, by

weight

Sieve number,

U. S. Standard

Passing, by

weight

4 Percent

99 30 Percent

48

8 88 50 9 16 74 100 1

One or more samples wei-e taken from each

batch of stucco, the flow was determined m ac- cordance with Federal Specification SS-C-181b,

Cement; Masonry, and six 2-in. cubes were made. Three cubes were stored in water at 70° F and three in air near the wall specimens.

The physical properties of the stucco are given

in table 9. Table 9.

Physical properties of the stucco, wall BJ

Specimens

1st coat 2nd coat

CI, Tl, T2.

C2, TS, TJt. C3, T5, n, It

T6,IS,U(PJ,), Rl.

Yi of R2. H of Rg.

IS {P5), 16 (P6). RS

3rd coat

CI, Tl, T2.

72, CS. TS,

T4, T6, II, n.

T6, IS, U (Pi) Rl

15 16

(,P6), RS.

CI, Tl, T2_

C2, TS, T4.... CS, TB. II, m

.

T6, IS. U {Pj,) RlR2

RS.

15 (Po), 16 (P6).

Compressive

strength » Flow

Air Water

storage storage

Percent Ib/in.i Ibjin.i 131 1,490 3, 580

114 2, 890 4, 615 US 2, 655 4, 960 102 2, 375 4, 025

108 2,700 4,660

124 2, 715 4,240

118 2, 370 3,860

120 2, 740 4, 580

133 2,490 4, 080

110 2. 340 4, 325

121 2.010 4, 280

112 1, 710 3, 950

117 1,925 4,425

160 1,890 3,460

150 1, 775 3, 545

111 3, 425 4,600

125 2,645 4,775

115 2,430 4, 375

Determined on the day the specimen was tested.

[9]
The average water content of tlie stiieco mix

was 17.5 percent by weiglit of the dry materials.

(b) Sheathing Paper

Felted-paper base, saturated with tar; weight,

60 lb/432 ft^; width of roll, 2 ft 8 in. The

Barrett Co.'s "Black Diamond," No. 14.

(c) Metal Lath

Self-furring, expanded metal, %2- by

diamond mesh, formed from sheet steel, No. 24

U. S. Std. Gage (0.024.5 in. thick), zinc coated;

weight, 3.4 Ib/yd^; width of sheets, 3 ft 4 in. Milcor Steel Co.'s "Smalmesh."

(fZ) Staples

Fence staples, 1/4 in. long, made from steel wire, No. 9 gage (0.148-in. diam), zinc coated.

(e) Wire

Steel, No. 18 gage (0.0475-in. diam before

galvanizing), zinc coated.

7. Brick Veneer

(a) Brick

The brick were No. 1 common red, selected,

made by West Bros. Brick Co., Ai-lington, Va.

The brick were of clay formed by the stiff-mud,

side-cut process. The average dimensions were

8.37 by 3.80 by 2.28 in. (about 8% by S^^e by

2%2 in). There were three %-m. holes through

each brick, spaced IK in. on centers symmetrically along the lengthwise center line. Masonry Construction Section.—The physical

properties of the brick are given in table 10.

Table 10.Physical properties of the brick, wall BK

Com- Modulus

of rupture

Water absorption by total immersion

Water absorption by partial immersion,'

1-min Weight,

dry

pressive strength

5-hr cold

24-hr

cold, C

5-hr

boil, B

Saturation

coeffi- cient, B/CDry As laid

lb/in.'

7. 520

Ibjin.' 835

Percent 7.9Percent 8.4Percent 11.2 0. 75

Grams!

brick48

Grams!

brick24

lb! brick

h. 17

» Immersed on flat side in J-s in. of water.

The jih^^sical jiropei'ties were determined in accordance with the ASTM Standaixl Cr)7-37,"

so far as this standard applied. The brick complied with, the requirements of grade H, Federal Specification SS-B-656, Brick; Building

(Common), Clay.

When the laying of the brick veneer was

started, the water absorption for partial immersion for 1 min was between 10 and 20

grams/brick. The mason complained that the

brick were too wet; and that the excess mortar

from the bed joints dropped into the cavity behind the veneer and pushed the brick away from

the sheathing. The brick were dried until the

absorption was between 20 and 30 grams/brick.

ih) Mortar

The materials for the mortar were Standard

Lime and Stone Co.'s "Capitol" portland ce- ment, lime putty made by slaking Standard

Lime and Stone Co.'s "Washington" powdered

quicklime, and Potomac River building sand.

The mortar was 1 part of portland cement,

0.11 part of hydrated lime, and 2.6 parts of dry

sand, by weight. The proportions by volume

were 1 part of cement, 0.25 part of hydrated

lime, and 3.2 parts of loose damp sand, assiiming that portland cement weighs 94 Ib/ft^, dry

hydrated lime 40 Ib/ft^ and 80 lb of dry sand

are equivalent to 1 ft^ of loose damp sand. The

materials for each batch were measured by

weight and mixed in a batch mixer having a capacity of % ft^

Masonry Construction Section.—The cement

complied with the requirements of Federal

Specification SS-C-191a for fineness, soundness,

time of setting, and tensile strength. The lime

putty contained about 40 percent of dry hydrate, by weight, and had a plasticity of over

600, measured in accordance with Federal

Specification SS-L-351, Quicklime; (for) Structural Purposes. The sieve analysis of the sand

is given in table 1 1

.

Table 11.Sieve analysis of the sand for the mortar,

wall BK

Sieve number,

U. S. Standard

Passing, by

weight

Sieve number,

U. S. Standard

Passing, by

weight

8 Percent

100 1008250 Percent

21

16 100 3 30 _-_

2 Am. Soc. Testing Materials Supplement to Book of ASTM Standards,

p. 78-82 (1937J.

[10]
Samples were taken from at least one bntch

of mortar for each wall specimen, tlie flow

determined in accordance with Federal Specification SS-C-181b, and six 2-in. cubes were made. Three cubes were stored in water at 70° F and three stored in air near each speci- men. The physical properties of the mortar

are given in table 12.

Table 12.Physical properties of mortar, wall BK

C'liiiiprc'ssivo

slrt'iifit li » Batch Spi'ciiiicns Flow

Air stor- Water

age storage

Percnt IblinJ Ih/in.'

1 CI, Tl, T2 _.. 111 2, 885 3,800

2 C2, Ti 112 2, 465 3, 640

3 TS . 99 2, 145 3, 510

4 CS, TB, T6 123 1,800 3, 610

5 72, IS 125 2. 660 4, 010

6 11 119 2,390 3. 600

7 U, 15 128 2, 535 3, 840

8 76, fl/ 126 2, 600 3, 800

9 R2, RS _ 120 2, 645 4,040 Average. 118 2,460 3, 760

» nctermined on the day the specimen was tested.

(c) Wall Ties

Corrugated sheet steel, 7 by % in., No. 26

U. S. Std. Gage (0.0184 in. thick), galvanized.

Milcor Steel Co.

V. WALL BG

] . Description, Sponsou's Statement

Tlvis (•onstruction was a wood frti.mc with. "Bildi'ilc" slicathhig and wood bevel sitling on

the outside face; "Lok-Joint" lath and plaster on the inside face. The i)rice in Washington, D. C, as of .Inly

1937, was $0.33/ft^

(a) Four-Foot \\\tll Specimens

The 4-ft wall specimens were 8 ft 0 in. high, 4 ft 0 in. wide, and 6^8 in. thick. Each specimen

consisted of a wood frame to which the faces were fastened. The frame consisted of three

studs. A, shown in figure 5, fastened to a floor

plate, B, and a top plate, C, by nails. The outside face consisted of insulating-board sheathing,

D, and wood bevel siding, E. The inside face

consisted of wood nading strips, F, iiisiilatingboard lath, (J, and plaster, //. The specimens were not painted.

Studs.—The studs, A, were red pine, 1% by

3% in. (noimnal 2 by 4 hi.), 7 ft 7% in. long,

spaced 1 ft 4 in. on centers. The lower end of

each stud was fastened to the floor plate by two

16d common nails driven from the bottom of

the plate (not toenailed), and the upper end of

FlGURK 5.— I'd II I -foot Willi uprci liirii B( I

A, stud; B, Door pliile; C, lop plntc; I), slieathing; K, bevel siding; F, luiiliiig strip; U, lath; //, pla,stcr.

ciicli stud was fastened to the top i)lii te hy I wo

Kid common nails driven from the top of the

lower member of the plate.

FIiKrr plate.—The floor plate, B, was red phie,

1/8 by 3% in. (nominal 2 by 4 m.), 4 ft 0 m. long.

Top plate.—The top plate, C, consisted of two

pieces of red pine, 1% by 3% in. (nomuial 2 by

4 hi.), 4 ft 0 m. long, fastened by ten lOd

common nails uniformly spaced and driven

from the top of the upper member of the plate.

Sheathing.—The sheathing, D, was two "Bildrite" slieathmg boards, ^^^2 u\. by 1 ft 1 P^(s ii^-, 8 ft 0 in. long, with the linen-textured surface

[11]
outward. There was a vertical joint on the

center stud with )^-in. clearance between the

edges of the boards. The boards were fastened

to the center stud, the floor plate, and the top

plate by 8d common nails spaced 3 in., about

}{, in. from the edges of the boards, and to the

two outer studs by 8d common nails spaced 6 in. Bevel siding.—The bevel siding, E, was 21

pieces of northern white pine, Yi^ by Yie by in., 4 ft 0 m. long, exposed 4}2 iu- to the weather, and

Figure 6.

Four-foot wall specimen BG.

Inside face, showing "Lok-Joint" lath.

fastened through the overlapphig edges by lOd

box nails, one at each stud.

Nailing strips. —The nailuig strips, F, were

red pine, % by % in., 7 ft 7 in. long. In the

specimen they supported the outer edge of the

lath to facilitate plastering, but they are not

used in a house.

Lath.—The lath, 6, consisted of "LokJoint" lath, five full courses and one course cut

to a height of 7?8 in., as shown in figure 6. The plaster was on the burlap-textured surface. There was a vertical joint in each course, centered on a stud, with /(e-hi. clearance between the edges of the lath. The horizontal

joints (shiplapped) were reinforced by "Loks,"

three at each joint. The lath was fastened to the studs, floor plate, top plate, and nailing

strips by plasterboard nails, spaced 4 in., about

in. from the edges of the lath.

Plaster-. —The plaster, H, was K in. thick and

consisted of a base coat and a finish coat. The lath was dry when the plaster was applied.

(b) Eight-Foot Wall Specimens

The 8-ft wall specimens were 8 ft 0 in. high,

8 ft 0 in. face width, and 6}^ m. thick. The

specimens were similar to the 4-ft specimens,

with the exception that there were seven studs,

spaced 1 ft 4 in. on centers and no nailing

strips. There was a stud at each edge extending one-half its thickness beyond tlie faces,

width over-all 8 ft 1% in. The two members of the top plate were fastened by twenty lOd

common nails, imiformly spaced.

Sheathing.—The sheathing consisted of two

boards, 3 ft 11% in. wide, having a vertical joint on the center stud with Ys-m. clearance betweeji

the edges of the boards. The boards were

fastened to the edge studs, center stud, floor plate, and top plate by 8d common nails spaced

3 in., about Yi in. from the edges of the boards,

and to the other four studs by 8d common

nails spaced 6 in.

2. Compressive Load

The results for wall specimens BG~C1, C2.

and C3 are shown in table 13 and in figures 7 and 8. The lateral deflections shown in figure 8 were plotted to the right of the vertical axis for deflections of the specimens toward the outside

face (positive deflection) and to the left for deflections toward the inside face (negative

deflection).

Although the load was eccentric toward the

inside face, each of the specimens deflected

initially toward the inside face, probably

because the stiffness of the plaster counter- acted the effect of the eccentric load. As the

maximum load was approached, the deffec- tions to^va.rd the inside face decreased. At

[12]
Tablk 13.' Sli iirhndl iini/iniirs of inalh HO, lill, HI, III , UK, an<l HL

CoiislriK-tioii symbol Weight

Load

Compressive * Transverse ^ Concentrated Impact

Racking

Speci- men

Maxi- mum

load

Speci- men

Maxi- mum

load

Speci- men

Maxi mum

load

Speci- men

Failure of loaded

face, height of drop

Failure of opposite

face, height of drop

Maxi- mum

height of drop

Speci- men

Maxi- mum

load

BG

Avcrnj!<? --

Hd

IblfP

8 80 { eg

1 t J

Kips/

ft

15. 05

10. 00

9. 74

T'r T2

TS

IblfP 305

373

400

PiP2

PS

lb212

368

264

11J2

IS

n

1. 5 2.5 2.5

'(

(••) (")

It

' 10.0

• 10.0

' 10.0

UlR2

' Kipti

It

1. 75

1. 64

I. 66

11 60 359 281 2. 2 (-1) '10.0 1 . 68

i.:::-

T

H

TST6

350

215 422

P/f PSP6

570 549

650

'iIBIB

(')

(J)

9. 5

4 0

3 0

3. 0

• 10. 0

• 10. 0

' 10.0

Average . 329 590 3.3 « 10.0

BH. 0. \)l < CS 6. 81

I 1 TB

TS

327

300

293

r^l P2

PS

285

271 285

1112

IS

9. 5 C)

(<)

(d)7.5

• 10.0

' 10. 0

' 10.0 R2

P3

1.75

I. 73

1. 83

7 306 280 • 10.0 1. 77

BII

f TST6

343 245 269

VI •* 4 PSP6

620

704 820

PiIS

16

I";

(<i) 7.0

7.0

" 10.0

' 10. 0

« 10.0

Average.-

1

- -

-

286 715 C)

BI

Average . -

4. 0]

f CI

{ C2

6. 97

6. 03

5 50

TlT2

T3

319

233 258

PIP2

PS

141 149

160 12IS

9.0

7.0

10.0

9.0

V 0 C)

« 10.0

9. 0

' 10.0

RlR3

RS

1. .52 1.50

1. 59

6 17 270 150 8.7 1 54

BI

f T'TS

Tfl

250

318

318 PSP6

720

620

620

Tl

•14 IS16

7 0

(^)

6.0

(d19.0

• 10.0

' 10. 0 f ' 10.0 ---

Average. 295 653

BJ. -

Average.

zU. u < C2

\ (JS

8. 55

9. 25

8. 00

I 1 Te

TS

350 400

350

PIP2

PS

3.18 275

287

Tl 1112

IS

3.0

4. 5 4 0

8.0

8.0

= 10.0 '10.0

' 1(1. 0

T?1 R2

DO /w

2. 00

2. 25

2. 10

8. 60 367 293 3.8 '10.0 2. 12

BJ.

liTSTe

425

287

350 P5P6

' 1, 000

f I, 000

' 1. 000

7/ li

IS

16

10.0

(J)

(1)

6.5

5. 5

.5.0

'10.0

' 10.0

i

' 10. 0

-

Average . 354 ' 1,000 5. 7 ' 10.0

Average . .

S. 42

5. 50

/ / 7'2 T3276 34S

310 P2PS

225

225

243

J I 12

IS

3. 5

3. 5

6. 0

(i. 0 7.5

' 10. 0

' 10. 0

' 10.0

IX

R2

' 6. 25

6. 25

' 6. 25

o. 4/ 311 231 3. 2 6.5 ' 10.0

BK.

TJ, TST6312

294 350

319

P'l PSP6

' 1. oon

' 1 . 000

' 1.000 n

IS16

(«)

(>)

C)

fd1

' 10 0

j :: 1 10. 0

' 10.0

.\vernge ' 1. 000 ('!) (<<) ' 10.0

BL

.\verage

10. (i 1 ;i

6. 19

9. 12

7. 12

TlT2

TS

350 350

350

PIP2

PS

347

300

250

1112

IS

2.5

2.0

2. 5

(J) ' 10.0

' 10.

' 10. 0

RlR2

RS

1.70 1.63

1. 59

7.48 350 299 2.3 (<') ' 10.0 1.64

BL T5T6

.300 258

475

P4PSP6

785

725 750 UIS16

(<>) 4.0 4.5

4.0

• 10.0

' 10.0

' 10.0 |:::::::

.\verige 344 ' 7.53 1 (<i) 4. 2 111. 0

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

' Span 7 ft 6 in.

' A kip is 1,000 lb.

<• Face did not fail.

' Test discontinued. Specimen damaged.

' Test iliscontinuei. Specimen did not fail.

113]
8

0'

•

v-mc

[

• o

> o

/

•

•

• L

• L

•/

W

t—jCS) -1°

BG 0 0.2 0.4 0.6

shortening in.

Figure 7.

Compressive load on wall BG.

Load-shortening (open circles) and load-set (solid circles) results for specimens BG-Cl, C2, and CS. Load applied one-third the thickness

(1.21 in.) from the inside surface of the studs. The loads are in kips per foot of actual width of specimen.

I? ^ 10 or-

. ^

Co

o

o

0

i

r»

1

•

p

> o »

c )0 o

( o«»- —o- L

c)\

dX

«

-c r

-O '

\o^

»

1

BG

-0.4 -0.2 0 0.2

laferal deflection in. Figure 8.

Compressive load on wall BG.

Load-lateral deflection (open circles) and load-lateral set (solid circles) results for specimens BG-Cl, C2, and CS. Load applied one-third the thickness (1.21 in.) from the inside surface of the studs. The loads

are in kips per foot of actual width of specimen.

the maximum load the deflection of specimen

CI was zero and the deflection of specimens C2

and 03 was toward the outside face. These

deflections are not shown in figure 8. The

change in the direction of the deflection curve probably indicates progressive local failure of the inside face. Each of the specimens failed by crushing of the edges of the plaster at one or both ends

of the specimen and local crushing of the lower

member of the top plate at the inside edge of the studs. The top plate rotated and the

specimens pushed out under load without breaking the studs.

3. Transverse Load

The results are shown in table 13 and in

figure 9 for wall specimens BG-Tl, T2, and T3,

loaded on the inside face, and in figure 10 for

wafl specimens BG T^, T5, and T6, loaded on

the outside face. In each of the specimens Tl, T2, and T3,

loaded on the inside (plastered) face, the plaster

cracked longitudinally along each outer stud

and transversely across the specimen in several

400

300

Co

S<

CO%I00

J-

• O

Q

-O O

O

i

1 •

OCTO

1 •

1 cpo

-• ( i d

• <Eb- 1 I

» <i)

» d)

BGI 0 12 3

deflection in. Figure 9. - Transverse load on wall BG, load applied

to inside face.

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

[14]
400

Co

300

700

100

1 •

• —•

o

1—o

1 —o

o o

•

•

o

o o —o-o

-o

• oo

I m Q 1

cx^—o—

7 ° w

BG-4

0 12 5

defleeHon in. Figure 10 —Transverse load on wall BG, load applied

to Oldside face.

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

places. The first longitudinal cracks occurred

at loads of 225, 150, and 75 lb/ft ^ and deflec- tions of 1.43, 0.75, and 0.28 in. in specimens Tl

,

T2, and T3, respectively. The first transverse

cracks occurred at lath joints near midspan

and were observed after loads of 225, 225, and

275 lb/ft ^ and deflections of 1.43, 1.28, and

1.55 in. for specimens Tl, T2, and T3, respectively. At the maximum load, specimen Tl

failed by rupture of one outer stud near a loading roller, rupture of the sheathing transversely

across the specimen where the stud ruptured,

and splitting of the siding on one edge at the same place. Specimen T2 failed by rupture

of all three studs near midspan, rupture of the

sheathing, and splitting of two pieces of siding

at the same place. Specimen T3 failed by

ruptiu-e of one outer stutl near niidspan, rupture

of the sheathing, and splitting of the siding near the same place. In each of the specimens T4, T5, and T6,

loaded on the outside (bevel siding) face, the

plaster cracked transversely across the specimen at several places iind longiliidiiially over

the studs at each eud. In s])eciinens TJf. and

T6 most of the transverse cracks were at lath

joints, whereas in specimen T5 most of the

cracks were between lath joints. Tlio first transverse cracks occurred near midspan at loads of 93, 75, and 87 Ib/ft^ and defiectious

of 0.44, 0.41, and 0.35 in. in specimens T/j., T5,

and T6, respectively. At the maximum load

specimen TJf. failed by ruptiire of the center stud and one outer stud near a loading roller and separation of the siding fj-om the sheathing

between the loading rollers. Specimen T6

failed by rupture of the center stud at midspan

and one outer stud at a loading roller. Specimen T6 failed by riipture of one outer stud

between the loading rollers and rupture of the

sheathing transversely across the specimen at a

loading roller.

4. Concentrated Load

The results are shown in table 13 and in

figure 11 for wall specimens BG~P1, P2, and

400

I

5:

•

•

•

•

• • • •

• • • T—

T

1 <•]-

1 BG-/

O.OF 0.04 0.06

indenfaiion in. Figure 1 1

.

Concentrated load on wall BG, load applied

to inside face.

Load-indentation results (or specimens BG-Pl, PS, and PS.

162796°—39 3 [15]
PS, loaded on the inside face, and in figure 12

for wall specimens BG~P4, P5, and P6, loaded on the outside face. The concentrated loads were applied to the

inside face of specimens Pi, P2, and PS on

the plaster midway between two studs and

about 1 ft 8 in. from the upper end of the speci- men. On PI the load was applied over a lath

joint. Each of the specimens failed by puncho

oo

—

V

i » • — •

t

—

• r»

•

/ r

1 f se-4

0.02' 0.04. 0.06

indenfafion in. Figure 12.

Concentrated load on. wall B(i, load applied

to outside face.

Load-indentation results for specimens BG-Pi, PS, and P6^

iiig of the disk through the plaster and into the

lath. The concentrated loads were applied to the

outside face of specimens P4, P5, and P6 on the

wood bevel sidhig 3}^, 2}^, and 1^ in., respectively, from the edge of a strip of siding midway

between two studs and about 2 ft 2 in. from the

upper end of the specimen. In specimen P4,

at a load of 435 lb, and in specimen P6, at a

load of 210 lb, the siding split along the grain at one edge of the disk. At the maximum loads

each of the specimens failed by splitting of the

siding along the grahi at opposite edges of the

disk and rupture across the grain under the

disk.

1^

/• • I

1•

1»—

.

1 »

•—L

1

>

•—

Q

BGI 0 12 3

deflecfion in. Figure 13

Impact load oji wall BG, load applied tc inside face.

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

circles) results for specimens B6-I1, IB, and IS on the span 7 ft 6 in.

-J r

•• /

J ,

>•—

)—

o

1

1 —oc

1M

f—O -o—

t

1uN

BG-4 0 2 4 6

deflecfion in. Figure 14.

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

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

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

16
5. Impact Load

The results are shown in table 13 and in figure 13 for wall specimens BG~I1, 12, and IS,

loaded on the inside face, and in figure 14 for wall specimens BG-I4, 15, and 16, loaded on

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

of the inside face of specimens 77, 12, and 13, the

sandbag striking the plaster directly over the

center stud. In each of the specimens II, 12,

and IS at drops of 1, 1.5, and 1.5 ft, and deflec- tions of 0.50, 0.53, and 0.51 in., respectively,

the plaster cracked longitudinally along the

two outer studs. Also, in specimen II, the

plaster cracked longitudmally at the center stud where the sandbag struck. At drops of

1.5, 2.5, and 2.5 ft for specimens U, 12, and IS,

respectively, the inside face of each specimen

failed by rupture of the plaster at the outer

studs. After a drop of 10 ft the sets were

0.49, 0.83, and 0.59 m., respectively; the plaster

and lath were broken where the sandbag

struck, but the outside face and the studs did

not fail. The impact loads were applied to the center

of the outside face of specimens 7^, 15, and 16,

the sandbag striking the bevel siding directly over the center stud. In each of the specimens

14, 15, and 16 at drops of 2.5, 1, and ] ft and

deflections of 0.85, 0.50, and 0.49 in., respectively, the plaster cracked transversely across each specimen at a lath joint near midspan.

At drops of 4, 3, and 3 ft for specimens I4,

FiGUHE 15. —Wall specimen BG-Rl,

under racking load.

17
16, and 16, respectively, the inside face of each

specimen failed by further cracking of the

plaster. In specimen /4 the set after a drop of 10 ft was 0.15 in.; several pieces of plaster and

lath had fallen from one edge of the specimen,

and the lath was separated from both outer

studs at midspan, but the outside face and the

studs did not fail. In specimen 15 the center stud broke about 2 ft from midspan at a drop of

6 ft. The set after a drop of 10 ft was 0.41 in.

;

several pieces of plaster and one section of lath

had fallen from the center of the specimen, but

the outside face did not fail. In specimen 16

the center stud broke at midspan at a drop of 8.5 ft, one outer stud broke at midspan at a drop of 9 ft, and the outside face failed at a drop of 9.5 ft by splitting of the siding at midspan. The set after a drop of 10 ft was 2.49

in. ; several pieces of plaster and one course of

lath had fallen, and the sheathing was ruptured

at the center of the specimen.

6. Racking Load

Wall specimen BG-Rl under racking load

is shown in figm-e 15. The results for wall

1.6

0.4

• • i^ o

o

id

mA

U

BG

0.5 1.0 deformafion1.5 m./sn

Figure 16.Racking load on wall BG.

Load-deformation (open circles) and load-set (solid circles) results for specimens BG-Rl, m, and RS. The loads are in kips per foot of the

face width of specimen (8 ft 0 in.).

specimens BG-Rl, R£, and R3 are shown in table 13 and in figure 16. The racking loads were applied to the top

plate only, and the stop at the diagonally opposite corner of the specimen was in contact

with the floor plate only. In each of the speci- mens the plaster cracked in several places.

Most of the cracks were parallel to a diagonal

from the point of application of load to the stop.

The first significant cracks occurred at loads

of 1.125, 1.285, and 1.500 kips/ft and deformations of 0.48, 0.72, and 1.21 in./8 ft in speci- mens Rl, R2, and R3, respectively. At the

maximum loads each of the specimens failed

by shearing of the plaster from the lath, pulling of some of the nails through the edge of the

sheathing, and displacement of the top plate

horizontally with respect to the studs—the

nails pidling from the studs.

VI. WALL BH

1. Description, Sponsor's Statement

This construction was a wood frame with

"Bildrite" sheathing and wood bevel siding ou the outside face and %-in. "Graylite" in- terior board on the inside face. It was similar

to construction BG, with the exception that the

inside face was interior board, not lath and

plaster.

The price in Washington, D. C, as of July

1937, was $0.28/ft^

(a) Four-Foot Wall Specimens

The 4-ft wall specimens were 8 ft 0 in. high,

4 ft 0 in. wide, and 5% in. thick. Each specimen consisted of a wood frame to which the

faces were fastened. The frame consisted of three studs, A, shown in figure 17, fastened to a floor plate, B, and a top plate, C, by nails. Tlie outside face consisted of insulating-board

sheathing, D, and wood bevel siding, E. The

hiside face was interior board, F, with a vertical

joint at midwidth covered by a batten strip, G. The specimens were not painted.

Studs.—The studs. A, were red pine, 1% by

3/s in. (nominal 2 by 4 in), 7 ft 7% in. long,

spaced 1 ft 4 in. on centers. The lower end of each stud was fastened to the floor plate by

[18]
two 16d coninioi) nails driven from the bottom

of tiie plate (not toenailed), and tlie upper end

of each stud was fastened to the top plate by two

16d common nails driven from the top of the

lower member of the plate.

Floor plate. —The floor plate, B, was red

pine, 1% by 3^ in. (nominal 2 by 4 in), 4 ft 0

in. long.

Top plate.—The top plate, C, consisted of two

pieces of red pine, 1% by 3/^ in. (noinhuil 2 by 4

Figure 17.

Four-foot wall specimens BH and BI.

A, stud; jB, floor plate; C, top plate; O, sheathing; E, bevel siding; F,

interior board; 6, batten strip.

in), 4 ft 0 in. long, fastened by ten lOd common

nails driven from the top of the lower member

of the plate.

Sheathing.—The sheathing, D, was two "Bildrite" sheathing boards, in. by 1 ft 11 ^/le in., 8 ft 0 in. long, with the linen-textured surface

outward. There was a vertical joint on the

center stud with Ys-m. clearance between the

edges of the boards. The boards were fastened

to the center stud, floor plate, and top plate by

8d common nails spaced 3 in., about Yo m.

from the edges of the boards, and to the two

outer studs by 8d common nails spaced 6 in. Bevel siding. —The bevel siding, E, was 21 pieces of northern white pine, Yu, by Yn by bYi in., 4 ft 0 in. long, exposed 4K in- to the weather,

and fastened through the overlapping edges by

lOd box nails, one at each stud.

Interior board.—The interior board, F, was

two "Graylite" interior boards, % in. by 1 ft 1]'%6 in., 8 ft 0 in. long, with the linen-textured surface exposed. There was a vertical

joint on the center stud with J^-in. clearance

between the edges of the boards. The boards were fastened to the center stud, floor plate,

and top plate by 8d common nails spaced 3 in., about K in- from the edges of the boards, and

to the two outer studs by 6d finishing nails

spaced 6 in., driven at an angle, adjacent nails

being inclined in opposite directions. Batten strip. —The batten strip, G, was "Graylite" interior board, Y2 by 2J4 in., 8 ft 0 in. long,

with beveled outer edges. The batten strip

covered the vertical joint at midwidth and was

fastened to the center stud by two rows of 6d

finishing nails spaced 3 in., driven through the

beveled edges, through the interior board, and

into the center stud.

(6) Eight-Foot Wall Specimens

The 8-ft wall specimens were 8 ft 0 in. high,

8 ft 0 in. face width, and 5% in. thick. The

specimens were similar to the 4-ft specimens,

with the exception that there were seven studs

spaced 1 ft 4 in. on centers. There was a stud

at each edge extending one-half its thickness

bevond the faces, over-all width 8 ft 1 ?8 in

.

The two members of the top plate were fastened

by twenty lOd common nails. Sheathing and interior board.—The sheathing

and the interior board each consisted of two

boards, 3 ft 11% in. wide, having a vertical joint on the center stud, with Vs-in. clearance between

the edges of the boards. The sheathing boards were fastened to the edge studs, center stud,

floor plate, and top plate by 8d common nails

spaced 3 in., about Y2 in. from the edges of the

boards, and to the other four studs by 8d com- mon nails spaced 6 in. The interior boards were

fastened to the edge studs, center stud, floor

plate, and top plate by 8d common nails spaced

3 in., about Y2 in. from the edges of the boards.

[19]
and to the other four studs by 6d finishing nails

spaced 6 in., driven at an angle, adjacent nails

being inclined in opposite directions. The

batten strip was similar to that on the 4-ft specimen.

2. Compressive Load

The results for wall specimens BH~C2 and

CS are shown in table 13 and in figures 18 and

19. The results for specimen Cl are not re- ported because the compressometers were

attached to the studs and did not measure the

local crushing of the floor plate and the top

plate. The maximum load for this specimen is not given in table 13 because the clearance for eccentric loading was not sufficient and the

loadmg plates came into contact with the platen

of the testing machine before the maximum load

could be definitely ascertained. With the

loading plate in contact with the platen, the

load was increased to a maximiun of 11.0

kips/ft. At this load one outer stud broke at midheight.

The lateral deflections shown in flgure 19 were plotted to the right of the vertical axis for

•I

to

o

0'

> c

o /

of o

1

«•

f•

ok>

y M

/•

/•

/

0 0.1 U 0.5 shorfeninq in.

Figure 18.

Com-pressive load on wall BH.

Load-shortening (open circles) and load-set (solid circles) results for specimens BH-C2 and CS. Load applied one-third the thickness

(1.21 in.) from the inside surface of the studs. The loads are in kips per

foot of actual width of specimen.

Co

I

I-o

0- r

i

»

/••

/ to/

TJ

0

u

f

1

1 BH

I 0.1 laferal defiedion in. Figure 19.

Com.'pressive load on wall BH.

Load-lateral deflection (open circles) and load-lateral set (solid circles) results for specimens BH-Ci and CS. Load applied one-third the thickness (1.21 in.) from the inside surface of the studs. The loads are

in kips per foot of actual width of specimen.

deflections of the specimens toward the outside

face and to the left for deflections toward the

inside face. No explanation was found for the

deflection of the specimens toward the inside

face imder loads less than 2 kips/ft. In specimen C2 at a load of 5 kips/ft the

Ulterior board started to separate from the two

outer studs. In specimen CS at a load of 3 kips/ft the interior board started to separate

from one end of the top plate. At the maximum load on each specimen the top plate

crushed locally at the inside edge of the studs

and separated at the outside edge. This

rotation of the plate pulled the nails from the

studs, ruptured the sheathing transversely

across the specimen just below the plate, and

allowed the specimens to push out under load

without breaking the studs.

3. Transverse Load

The residts are shown in table 13 and in figure 20 for wall specimens BH-Tl , T2, and

T3, loaded on the inside face, and in figure 21

for wall specimens BH-T4, T5, and T6, loaded on the outside face.

[20]
In each of the specimens 77, T2, and T3

the Ulterior board started to separate from the

studs near one or both ends at loads of 240,

150, and 150 Ib/ft^ and deflections of 1.57,

0.82, and 0.90 in., respectively. At the maximum load specimen Tl failed by rupture of all three studs and the sheathing at a loading

roller. Specimens T2 and T3 failed by rupture of the center stud, one outer stud, arul also the sheathing at a loading roller. Specimen failed by rupture of one outer stud and the interior board under a loading

roller. Specimens T6 and T6 failed by rupture

of the center stud, one outer stud, and also the

Ulterior board at a loading roller.

4. Concentrated Load

Wall specimen BH-P4 under concentrated

load is shown in figure 22. The results are shown in table 13 and in figure 23 for wall

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

inside face, and in figure 24 for wall specimens

BH-P4, P6, and P6, loaded on the outside face. The concentrated loads were applied to the in- side face of specimens Pi, P2, and PS, on the

Ulterior board midway betweeji two studs and

3 to 4 ft from one end. Each of the specimens

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

through the interior board.

The concentrated loads were applied to the

outside face of specimens P.4, P5, and P6 on

the bevel siding V/i in. from the edge of a strip of siding midway between two studs and 3 to 3)^

ft from one end. Each of the specimens failed by splitting of the siding for about 6 in. along

the grain on opposite edges of the disk.

5. Impact Load

The results are shown in table 13 and in figure 25 for wall specimens BH-Il , 12, and IS,

loaded on the inside face, and in figure 26 for wall specimens BH-I4, 15, and 16, loaded on

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

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

the sandbag striking the batten strip and ul- terior board directly over the center stud. In specimen II the center stud broke at midspan

at a drop of 9.5 ft. The set after a drop of 10

ft was 0.49 in., the interior board was dented

500

250

700

I

50

r ^1

•

1/•

• -t—

1——

1

1 •J—

s

1 /

1 J

y BH-I

0 0.5 1.0 1.5 deflecf'ion in. Figure 20.—Transverse load on wall BH, load applied

lo inside face.

Load-deflection (open circles) and load-set (solid circles) results for specimens BII~Tl, n, and T3 on the span 7 ft 6 in.

500

^5

5^

^/oo

A.

•

•

•

o

o

:/.•

o

o ^ co

1

o p o

/ ^-^

odo

m qrf

' y

BH-4

0 0.5 1.0 1.5 deflee Hon in.

Figure 21.—Transverse load on wall BH, load applied

to outside face.

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

[21
Figure 22.^]Vall

specimen BH-P4

under concentrated

load.

This specimen was an undamaged portion of specimen BII-T^.

500

I

oo

•

» r^ / m

/

I

i

•

1 BH-I

800

0.05 0.10 0.15 indenfaiion itn. PiGURE 23.

Concentrated load on wall BH, load applied

to inside face.

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

O

•

• '7-

r• J\

r

r Bf/-4

0.04 0.08 0.12

indenfafion in.

Figure 24.—Concentrated load on wall BH. load applied

to outside face.

Load-indentation results for specimens BH-PJ^, PS, and P6.

22
where the edge of the sandbag struck, ajid the

sheathing on the opposite face was ru])tured

transversely across the specimen at midspan.

In specimen 12 the inside face failed at a drop

of 9.5 ft by rupture of the interior board where

the edge of the sandbag struck. The set after a drop of 10 ft was 0.16 in.; the studs and outside face were undamaged. In specimen IS

the center stud broke at midspan at a drop of 5.5 ft. At a drop of 7.5 ft one outer stud broke

at midspan and the outside face failed by splitting of the siding and rupture of the sheathing

transversely across the specimen at midspan.

The set after a drop of 10 ft was 1.95 in., and

the interior board was cracked but not ruptured where the edge of the sandbag struck.

The impact loads were applied to the center

of the outside face of specimens 14, 16, and 16,

the sandbag striking the bevel sidmg directly over the center stud. At drops of 6, 6, and 5 ft for specimens /4, 15, and 16, respectively, the

interior board of each specimen started to separate from the outer studs at midspan.

In each of the specimens Ilf and 16 the center

stud broke at midspan and the inside face failed

BH-l

0 2 4 6

defleciion in. Figure 2.5.

Impacl load on wall BH, load applied to inside face.

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

circles) results for specimens BFI-Il, 12, and IS on the span 7 ft 6 in.

BH-4 0 2 4-6

defleciion in. Figure 26.

Impact load on umll BH, load applied to outside face.

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

uiToles) results for specimens BII-IJ,, 15, and 16 on the span 7 ft 6 in.

by rupture of the interior board transversely

across the specimen at midspan at a drop of 7 ft. The sets after a drop of 10 ft were 0.50 and 0.60

in. in specimens IIf. and 16, respectively, the

interior board was separated from the studs,

and the siding was split where the sandbag

struck, but the outside face did not fail. In specimen 15 the set after a drop of 10 ft was

0.20 in.; the interior board was separated from

(lie studs but not broken, and (lie studs and

oiitsitlc face were undamaged.

0. Racking Load

The results for wall specimens BH-KJ , R2,

antl R3 are shown in table 13 and m figure 27. The racking loads were applied to the top

])late only, and the stop was m contact with the

lloor plate only. At loads of 1.625, 1.726

(maximum load), and 1.375 kips/ft there was

noticeable vertical displacement between the

two sheathing boards at the jomt. At the

maximum load each of the specmiens failed by the top plate pullhig the nails from the

studs and through the edges of the sheathing

and interior board.

162796°—39 4 [23]
1.6

^ 0.4

•

» o

• o

y

1

J. (Xj o

o — cr / 7

• cfo

/ /

ro

• CD '/

*r n

BH 0 0.5 1.0 deformafion

FiGUEE 27.

/J

in./8f{

Rackitio load on wall BH.

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

VII. WALL BI

1. Description, Sponsor's Statement

This construction was a wood frame with

"Bildrite" sheathing and svood bevel siding on the outside face and ^-in. "Graylite"

interior board on the inside face. It was

similar to construction BG, with the exception

that the inside face was interior board, not

lath and plaster. It was similar to construction BH, with the exception that the interior

board was K in. thick, not % in. The price in Washington, D. C, as of July

1937, was $0.26/ft^

(a) Four-Foot Wall Specimens

The 4-ft wall specimens were 8 ft 0 in. high,

4 ft 0 in. wide, and 5% in. thick. Each specimen consisted of a wood frame to which the

faces were fastened. The frame consisted of

three studs, A, shown in figure 17, fastened to a floor plate, B, and a top plate, C, by nails. The outside face consisted of insulating-board

sheathing, D, and wood bevel siding, E. The

inside face was interior board, F, with a vertical

joint at midwidth covered by a batten strip, 0. The specimens were not painted.

Studs.—The studs, A, were red pine, 1% by

3% in. (nominal 2 by 4 in.), 7 ft 7}^ in. long,

spaced 1 ft 4 in. on centers. The lower end

of each stud was fastened to the floor plate

by two 16d common noils driven from the bottom

of the floor plate (not toenailed), and the upper

end of each stud was fastened to the top plate

by two 16d common nails driven from the top

of the lower member of the plate.

Floor plate. —The floor plate, B, was red

pine, 1% by 3% in. (nominal 2 by 4 in.), 4 ft 0 in. long.

Top plate.—The top plate, C, consisted of

two pieces of red pine, 1% by 3% in. (nominal

2 by 4 in), 4 ft 0 in. long, fastened by ten lOd

common nails driven from the top of the plate.

Sheathing.—The sheathing, D, was two

"Bildrite" sheathing boards, in. by 1 ft IP-^^R in., 8 ft 0 in. long, with the linen-textured

surface outward. There was a vertical joint on the center stud, with ^-in. clearance between

the edges of the boards. The boards were

fastened to the center stud, floor plate, and

top plate by 8d common nails spaced 3 in., about % in. from the edges of the boards, and

to the two outer studs by 8d common nails

spaced 6 in. Bevel siding.—The bevel siding, E, was 21

pieces of northern white pine, %6 by %6 hy BY^'m.,

4 ft 0 in. long, exposed 4% in. to the weather,

and fastened through the overlapping edges by

lOd box nails, one at each stud.

Interior board.—The interior board, F, was

two "Graylite" building boards, in. by 1 ft IPf^e in., 8 ft 0 in. long, with the linentextured surface exposed. There was a vertical

joint on the center stud with ^s-in. clearance

between the edges of the boards. The boards were fastened to the center stud, floor plate,

and top plate by 4d galvanized roofing nails

spaced 3 in., about K in. from the edges of the

boards, and to the outer studs by 4d finishing

nails spaced 6 in., driven at an angle, adjacent

nails being inclined in opposite directions. Batten strip.—The batten strip, 6, was "Graylite" building board, by 2M in., 8 ft 0 in. long,

with beveled outer edges. The batten strip

[24]
covered the vertical joint at midwidth and was

fastened to the center stud by two i-ows of 4d

finishing nails spaced 3 in., driven through the

beveled edges, through the interior board, and

into the center stud.

(6) Eight-Font Wall Specimens

The 8-ft wall specimens were 8 ft 0 in. high,

8 ft 0 in. face width, and 5% in. thick. The

specimens were similar to the 4-ft specimens,

with the exception that there were seven studs,

spaced 1 ft 4 in. on centers. There was a stud

at each edge extending one-half its thickness

beyond the faces; over-all wadth 8 ft 1% in. The two members of the top plate were fastened

by twenty lOd common nails. Sheathing and interior board.-—The sheathing

and interior board each consisted of two boards,

3 ft 11% m. wide. There was a vertical joint on the center stud, with %-m. clearance between

the edges of the boards. The sheathmg boards were fastened to the edge studs, center stud,

floor plate, and top plate by 8d common nails

spaced 3 in., about % in. from the edges of the

boards, and to the other four studs by 8d

common nails spaced 6 in. The interior boards were fastejied to the edge

studs, center stud, floor plate, and top plate

by 4d galvanized roofing naUs spaced 3 in.,

about }2 in. from the edges of the boards, and

to the other four studs by 4d finishing nails

spaced 6 in. driven at an angle, adjacent nails

being inclined in opposite directions. The

batten strip was the same as that on the 4-ft specimen.

2. Compressive Load

The results for wall specimens BI~Cl, C2,

and C3 are shown in table 13 and in figures

28 and 29. The lateral deflections shown in figure 29

are plotted to the right of the vertical axis

for deflections of the specimens toward the

outside face and to the left for deflections

toward the inside face. No explanation was

foimd for the deflection of the specimens toward

the inside face under loads less than 4 kips/ft.

At loads of 3.5 and 2.5 kips/ft on specimens

Cl and C2, respectively, the interior board

started to separate from the upper end of one

CD

Io

0"^

r—

1

(

•—

——

o

—oo

1

1 J

1

1

1/

—

c

L.

f

1/

1/•

///

31

0 0.1 0.5

shorfening in.

Figure 28.— Compn-ssive Load on wall BI

.

I,oad-shoi'tening (open circles) and load-set (solid circles) results for speci- mens BI-Cl, C2, and CS. Load applied one-third the thickness (1.21

in.) 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 deflecfion in. Figure 29. —Compressive load on wall BI.

Load-lateral deflection (open circles) and load-lateral set (solid circles) results for specimens BI-Cl, C2, and CS. Load applied one-third the

thickness (1.21 in.) from the inside surface of the studs. The loads

are in kips per toot of actual width of specimen.

[25]
Fjgurk 30. —Wall specimen BI-Tfi

ii,nder transverse load.

of the outer studs. At loads of 5, 4.25, and 4.5

kips/ft for specimens Cl, C2, and C3, respectively, the heads of some of the nails fastening

the interior board to the outer studs pulled

tiirough the board and the board bowed away

from the studs from midheigJit to the upper

end. At the maximum load on each specimen

the top plate crushed locally at the inside edge

of the studs and separated at the outside edge.

This rotation of the top plate pidled the nails

from the studs, ruptured the sheathing trans- versely across the specimen just below the

plate, and allowed the specimen to push out

under load without breaking the studs.

3. Transverse Load

Wall specimen BI-T6 under transverse load

is shown in figure 30. The residts are shown in table 13 and in figure 31 for wall specimens

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

and in figure 32 for wall specimens BI-TJj., T6,

and T6, loaded on the outside face. Specimen Tl failed by rupture of the center stud and one outer stud at a loading roller and rupture of both the interior board and the

sheathing halfway across the specimen at the same place. Specimen T2 failed by ruptui-e

of all three studs under a loadijig roller and

rupture of the sheathing and siding at the same

place. Specimen T3 failed by rupture of the

center stud and one outer stud at a loading

roller and rupture of the sheathing and siding

transversely across the specimen at the same

place.

500

?50

?00

kioo

Co

50

1 i ••

\

1

o

• • r

c

o

1 yO O

•

/•

~\

0-—

O

•

•

1«

• op

'» (p

V

o A

BI-I

0.5 1.0 defiedion

1.5

in. FimiRK .31 .- Transverse load on wall BI, load applied to inside face.

[,oail-(leH(^(;-tion (open circles) and load-set (solid circles) results for specimens Bl-Tl, T-2, and TS on the span 7 ft 6 in.

[26]
500

250

CM

^150

Cn"km

Co I

1 n

••

o

o o

J.

1

c o c a

TO

T

•?—

1•

1 i i J

' J

BM

0.5 1.0 deflecfion

1.5

in. Figure 32.—Transverse load on wall BI, load applied to outside face.

Load-deflection (open circles) and load-set (solid circles) results for specimens BI-Ti, T6, and Te on the span 7 ft fi in.

Specimens T.^ and T5 failed by rupture of the

center stud, one outer stud, and the interior

board between the loading rollers. Specimen

T6 failed by rupture of one outer stud at midspan, splitting of the center stud along the

grain from midspan to the top plate, and rupture of the interior board at midspan.

4. Concentrated Load

The results are shown in table 13 and in figure 33 for wall specimens BI-Pl, P2, and

PS, loaded on the inside face, and in figure 34

for wall specimens BI-P^, P6, and P6, loaded on the outside face. The concentrated loads were applied to the

inside face of specimens PI, P2, and PS on the

interior board midway between two studs and

3 to 3/2 ft from one end. Each of the specimens

failed by punching of the disk through the

interior board.

The concentrated loads were applied to the

outside face of specimens PJf., P6, and P6 on

the bevel siding IK in. from the edge of a strip

of siding midway between two studs and 2^ to

• • • /r

( •

— /J /

« /.

••/

•

BI-I

indeniafion in. Figure 33.

Concentrated load on wall Bl , load applied

to inside face.

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

600

^500

^400

'%500

x;^200

o

o m

• •

•

•

Jz

t

i • a/

T•

•

1 «•

1m

SI-4 '0 0.04 0.08 0.12 indeniafion in.

Figure 34.

Concentrated load on wall BI, load applied

to outside face.

Load indentation results for specimens BI-PJ,, PS, and P6.

[27]
ft from one end. Each of the spechnens

failed by spHtting of the siding for about 8 in. along the grain on opposite edges of the disk.

5. Impact Load

The results are shown in table 13 and in figure 35 for wall specimens BI-Il, 12, and IS,

loaded on the inside face, and in figure 36 for wall specimens BI-I4, 15, and 16, loaded on

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

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

the sandbag striking the batten strip and

interior board directly over the center stud.

10

8

.1.

2*

1—•!

-•—

j

0

•—

<

1

-0

•

-00

( i

- —ay

(m—

1

»

L

V BI-I

0 12 3

deflection in. Figure 35.—hnpact load on -wall Bl , load applied to inside face.

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

circles) results for specimens 12, and IS on the span 7 ft 6 in.

In specimen II at a drop of 5.5 ft the interior

board separated from the outer studs at midspan; at 8.5 ft the siding on the opposite face

cracked at midspan; at 9 ft both faces failed,

the inside face by rupture of the interior board

where the sandbag struck, the outside face by

cracking of both the siding and sheatliing at midspan. At 9.5 ft one outer stud broke at midspan. At 10 ft the set was 1.19 in. and the center stud was broken. In specimen 12 at

a drop of 5.5 ft the interior board started to separate from the studs at midspan; at 7 ft one outer stud broke and both faces failed, the

inside face by brealdng of the interior board

where the sandbag struck, the outside face by

rupture of the sheathing. At 7.5 ft all three

studs were broken, and at 9 ft the specimen

broke in two pieces at midspan. In specimen

IS at a drop of 6.5 ft the interior board separated

from the outer studs near midspan, and at 9

ft the interior board cracked where the edge of the sandbag struck. At 10 ft the inside face

failed by rupture of the interior board where the

sandbag struck; the center stud broke at midspan, but the outside face did not fail.

10

8

6

[---] /

r^o—

1

-o-»-

c)

1—

o

• • 7 —

c

/

o

— —CD

ii

—o1•

1>

'

1

i

1

•1/ BI-4 '0123

defleciion in. Figure 36.

Impact load on wall BI, load applied to outside face. Height of drop-deflection (open circles) and height of drop-set (solid

circles) results for specimens BI-I4, IS, and 16 on the span 7 ft 6 in. The impact loads were applied to the center

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

the sandbag striking the wood bevel siding

directly over the center stud. In specimen I4

at a drop of 4 ft the interior board on the opposite face separated from the studs at midspan,

at 5.5 ft the center stud broke at midspan, and

at 6 ft the inside face failed by rupture of the

interior board transversely across the speci- men. At 6.5 ft one outer stud broke at mid-

[28]
span and at 7 ft the outside face failed by

opening of the siding at midspan. After a drop of 10 ft the set was 2.98 in., three siding

strips were cracked, and the sheathing was

ruptui-ed halfway across the specimen. In specimen 15 at a drop of 3 ft the interior board

separated from one outer stud at midspan and

at 9.5 ft the siding cracked where the sandbag

struck. After a drop of 10 ft the set was 0.16

in. and neither the faces nor the studs had

failed. In specimen 16 at a drop of 2.5 ft the

interior board separated from the studs at midspan, at 8.5 ft the center stud failed at midspan,

and at 9 ft the inside face failed by rupture of the

interior board transversely across the specimen

at midspan. The set after a drop of 10 ft was

0.38 in., and the outside face was undamaged.

6. Racking Load

The results for wall specimens BI~R1, R2,

and R3 are shown in table 13 and in figure 37. The racking loads were applied to the top

plate only, and the stop was in contact with the

floor plate only. In specimen Rl at a load of 1.25 kips/ft there was noticeable vertical dis1.6

deformafion in./'8 ff

Figure 37.

Racking load on wall BI.

Load-deformation (open circles) and load-set (solid circles) results for specimens BI-Rl, m, and RS. The loads are in kips per foot of the

face width of specimen (8 ft 0 in.).

placement between the interior boards at the

joint and one interior board was crackcfl at the

upper end near the loaded edge. In speciriiciis

R2 and RS at a load of 1.375 kips/ft there was

noticeable vertical displacement at the joint

between the interior boards, some nails in the

top plate pulling tlu-ough the edge of the interior boards. At the maximum loads each of

the specimens failed by the top plate pulling

the nails from the studs and through the edges

of the sheathing and interior board.

Vlil. WALL BJ

1. Description, Sponsor's Statement

This construction was a wood frame with

"Bildrite" sheatlung, sheathing paper, metal

lath, and stucco on the outside face, and "LokJoint" lath and plaster on the inside face. It was similar to construction BG, with the exception that the sheathuig on the outside face was

covered by stucco, not bevel sidmg.

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

(a) Four-Foot Wall Specimens

The 4-ft wall specimens were 8 ft 0 in. high,

4 ft 0 in. wide, and 6% in. thick. Each specimen consisted of a wood frame to which the

faces were fastened. The frame consisted of

three studs, A, shown in figure 38, fastened to

a floor plate, B, and a top plate, C, by nails. The outside face consisted of wood nailmg

strips, D, insidating-board sheathing, E, sheathing paper, F, metal lath, G, and stucco, H.

The inside face consisted of wood nailing strips,

D, insulating-board lath, /, and plnster, J. The specimens were not painted.

Studs.—The studs, A, were red pine, 1% by

3% in. (nommal 2 by 4 in), 7 ft 7*8 in- long,

spaced 1 ft 4 in. on centers. The lower end of

each stud was fastened to the floor plate by

two 16d common nails driven from the bottom

of the plate (not toenailed), and the upper end

of each stud was fastened to the top plate by

two 16d common nails driven from the top of

the lower member of the plate.

[29]
Floor plate.—The floor plate, B, was red pine,

1% by 3% in. (nominal 2 by 4 in), 4 ft 0 in. long.

Top plate.—The top plate, C, consisted of

two pieces of red pine, 1% by 3% in. (nominal 2 by 4 in.), 4 ft 0 in. long, fastened by ten lOd

common nails driven from the top of the plate.

Nailing strips. —The nailing strips, D, were

red pine, % by % in., 7 ft 7 in. long. In the

Figure 38. —Fovr-fool iv<ill xpemiicn BJ.

A, stud; B, floor plate; C, top plate; D uailing strip; E, sheathing; F, sheathing paper; G, rnetal lath; H, stucco; /, lath; ./, plaster.

Specimen they supported the outer edges of the

sheathing and the lath to facilitate stuccoing

and plastering, but they are not used in a house.

Sheathing.—The sheathing, E, was two

"Bildrite" sheathing boards, ^s^^ in. by 1 ft 11 in., 8 ft 0 in. long, with the linen-textured

surface outward. There was a vertical johit on the center stud with /s-in. clearance between

the vertical edges of the boards. The boards were fastened to the center stud, floor plate,

and top plate by 8d common nails spaced 3

in., about Yi in. from the edges of the boards,

and to the two outer studs by 8d common nails

spaced 6 in.

Sheathing paper.—The sheathing paper, F, was laid horizontally across the sheathing and

consisted of four sheets, 2 ft 8 in. wide, having

three laps with the upper sheets lapping 10^^ in. over the lower sheets. The paper was fastened

with galvanized roofing nails, 1% in. long,

spaced 12 in. along the floor plate, 10 in. along

the top plate, and with one nail at each stud

through each lapped edge.

Metal lath. —The metal lath, G, was fastened over the sheathing paper and consisted of three

sheets 4 ft 0 in. by 2 ft 3 in. and one sheet 4

ft 0 in. by 1 ft 7K in. The lath was applied

horizontally with three laps, the upper sheets

lapping 1}^ in. over the lower sheets. The lath was fastened to the studs, floor plate, and top

plate by galvanized staples spaced 5 in., and to the nailing strips by galvanized roofing nails,

1% in. long, spaced 4X' in. The overlapping

edges of the lath were fastened together midway between studs with 18-gage galvanized

steel wire. Stucco.—The stucco, H, was about 1 in. thick

and applied in three coats, two scratch coats and a sand-float finish. Lath.—The lath, /, was "Lok-Joint" lath,

five full courses and one course cut to a height

of 7% in., as shown in figure 6. The plaster was

applied to the burlap-textured surface. There was a vertical joint in each course, centered on

a stud, with %6-in. clearance between the ends

of the lath. The horizontal joints (shiplapped) were reinforced by "Loks", three at each joint.

The lath was fastened to the studs, floor plates,

top plate, and jiaiHng strips by plaster board

nails spaced 4 in., about ji in. from the edges

of the lath. Plaster.—The plaster, J, was Yo in. thick und

consisted of a base coat and a finish coat. The

lath was dry wlien the plaster was applied.

(b) Eight-Foot Wall Specimens

The 8-ft wall specimens were 8 ft 0 in. high,

8 ft 0 in. face width, and 6% in. thick. The spec- imens were similar to the 4-ft specimens, with

the exception that there were seven studs

spaced 1 ft 4 in. on centers and no nailing strips.

There was a stud at each edge extending onehalf its thickness beyond the faces; over-all width 8 ft 1% in. The two members of the top

[30]
pliito wore I'fistciKHl by twenty lOd coiiiinon

nails. TJie sheathing consisted of two boards 3 ft 11% hi. wide. There was a vertical jouit over

the center stud, with Ys-m. clearance between

the edges of the boards. The boards were

fastened to the edge studs, center stnd, floor plate, and top plate by 8d common nails spaced

3 in., about in. from the edges of the boards,

and to the other four studs by 8d common

nails spaced 6 m.

2. Compressive Load

Wall specimen BJ-C2 under compressive

load is shown in figure 39. The results for wall

Fkjube 39.—Wall specimen BJ-C2 under compressive

load.

shorfen/n^ in. Figure -iO.

Compressive load ox. wall BJ

.

Load-shortening (open circles) and load-set (solid circles) results for specimens BJ-Cl, C2, and C3. Load applied one-third the thickness

(1.21 in.) from the inside surface of the studs. The loads are in kips per foot of actual width of specimen.

specimens BJ-Ol, C2, and C3 are shown in table 13 and in figures 40 and 41. The lateral deflections shown in figm"e 41 are plotted to the right of the vertical axis for deflections of the specimens toward the outside

face and to the left for deflections toward the

inside face. No explanation was found for the

deflections of the s])ecimens toward the inside

face under loads less than 6 kips/ft.

At loads of 6.5, 3.5, and 6 kips/ft on speci- mens CI, C2, and C3, respectively, the plaster

spalled at one end of the specimen. At a load

of 7.5 kips/ft on spechnen C3 the stucco cracked

transversely across the specimen about 6 hi. from the upper end. At the maximum loads

specimens CI and CS failed by crushing of the

lower member of the top plate locally at the

uiside edge of the studs. Specimen C2 failed

by the top plate crushing locally at the inside

edge of the studs and separathig at the outside

edge. In specimen C2 this rotation pulled the

nails from the studs, ruptured the sheathhig

transversely across the specimen, and allowed

the specimen to push out under load without

breakhig the studs.

[31]
3

o

wr r Q

T

1

' —

c

1/

—

a

)

—

c

)

bJ

400

0 0.2 0.4 0.6

laleral defhcfion in

Figure 41.

Compreasiw load on wall BJ.

Load-lateral deflection (open circles) and load-lateral set (solid circles) results for specimens BJ-Cl. CS, and C3. Load applied one-third the

thickness (1.21 in.) from the inside surface of the studs. The loads are

in kips per foot of actual width of specimen.

3. Transverse Load

The results are shown in table 13 and m

figure 42 for wall specimens BJ-Tl, T2, and

T3, loaded on the inside (plastered) face, and

in figure 43 for wall specimens BJ-TJ^, T6,

and T6, loaded on the outside (stuccoed) face. In each of the specimens Tl, T2, and T3 the stucco cracked transversely across the specimen in several places either near or between the

loading rollers. The first cracks occurred at loads of 97 Ib/ft^ on each specimen and deflec- tions of 0.30, 0.28, and 0.30 in. in specimens

Tl, T2, and T3, respectively. In each of the

specimens the plaster cracked longitudinally

along the studs at the loading rollers and

transversely across the specimen in several

l)laces. The first longituclhial cracks occurred

at loads of 250, 275, and 150 Ib/ft^ and deflec- tions of 1.50, 1.63, and 0.69 m. in specimens

Tl, T2, and TS, respectively. The first transverse cracks occurred at loads of 300, 275,

and 300 Ib/ft^ and deflections of 1.95, 1.63,

m

^?oo

<

# —o4

/•

»

—

1W

(

1w

1

77

r

BJl 0/75

deflection in. Figure 42.—Transverse load on wall BJ, load applied

to inside face.

Load-deflection (open circles) and load-set (solid circles) results for specimens BJ-Tl, T2, and 2'S on the span 7 ft 6 in.

1500

Co

I,

CD

I

/oo

» c

1—"1

4 •( —

o o—

o

-o—

• oO—

(

)

o

T

T•

/ • <

0 I 2

deflecfion in

Figure 43.—Transverse load on wall BJ, load applied to outside face.

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

32
aiul 1.87 in. in specimens Tl, T2, and T3,

respectively. About one-half of the transverse cracks in the plaster occurred at lath joints.

At the maximum loads specimens Tl and T3

failed by rupture of the center stud, one outer

stud, and the sheatliing at a loading roUei'. Specimen T2 failed by rupture of all tliree studs

and the sheathing at a loading roller. In each of the specimens TJf., T6, and T6

(loaded on the stiiccoed face) the plaster

cracked transversely across the specimen at each of the lath joints and also between some of the lath joints. The first cracks occurred at loads of 100, 70, and 100 Ib/ft^, and deflectiojis of 0.24, 0.15, and 0.31 in. in specimens T4, T5

,

and T6, respectively. For each of the speci- mens the stucco cracked transversely across the

specimen at one or both loading rollers. The

first cracks occurred at loads of 375, 250, and

200 lb/ft' and deflections of 2.43, 1.45, and ] .00

in. in specimens T^, T5, and T6, respectively.

At the maximum load, specimen TIf. failed by

rupture of all three studs at a loading roller. Specimen T5 failed by rupture of the center stud and one outer stud between the loading

rollers. Specimen T6 failed by rupture of both

outer studs between the loading rollers.

4. Concentrated Load

The results are shown in table 13 and in figure

44 for specimens BJ-Pl, P2, and PS, loaded on

the inside (plastered) face, and in figure 45 for specimens BJ-PJj., P5, and P6, loaded on the

outside (stuccoed) face. The concentrated loads were applied to the

inside face of specimens PI, P2, and PS on the

plaster midway between two studs and about

4 ft from one end. Each of the specimens

failed by punching of the disk through the

plaster and into the lath. The concentrated loads were applied to the

outside face of specimens P4, P5, and P6 on the stucco midw^ay between two studs and about 4

ft from the lower end. The mdentations after a

load of 1,000 lb had been applied were 0.005,

0.006, and 0.011 in. in specimens Plf., P5, and

P6, respectively, and no other effect was observed.

300

?50

1

700

I

£

o m

50*

Ok

1—•

• •

/ •7

/•

/t

1

1 •

1•

1•

1 BJ-I

0.02 0.04 0.06

indeniafion in. Figure 44.—Concentrated load on wall B.J , load applied

to inside face.

Load-indentation results for specimens BJ-Pl, PH. and PS.

1000

o

o

o

7'

»—

1

/ T

1

1 T

1

\m—

1•

1•

BJ-4

1

indeniafion in. Figure 45.

Concentrated load on wall BJ , load applied

to outside face.

Load-indentation results for specimens BJ-P4, Po. and P6.

[33]
5. Impact Load

The results are shown in table 13 and in figure 46 for wall specimens BJ-Il, 12, and 13,

loaded on the mside face, and in figure 47 for wall specimens BJ-IJf., 15, and 16, loaded on the

outside face. The impact loads were applied to the center

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

the sandbag striking the plaster directly over the

center stud. In each of the specimens II, 12,

and IS at drops of 2.5, 2, and 2.5 ft and deflec- tions of 0.49, 0.40, and 0.47 in., respectively, the stucco cracked either along or diagonally across the center stud. At drops of 3, 4.5, and 4 ft, respectively, the inside face of each specimen

failed by rupture of the plaster where the

sandbag struck. At drops of 4, 8, and 6 ft and

deflections of 0.88, 1.61, and 1.22 in., respectively, the stucco cracked transversely across each specimen near midspan. In specimens II and 13 at a drop of 8 ft the outside face of each

specimen failed by opening of the cracks in the

stucco. In specimen II the center stud broke

at midspan at a drop of 9.5 ft. The sets after

0 0.4 0.3 I.?

deflecfion in. Figure 47.

Impact load on xcall BJ. load applied to outside face.

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

circles) results for specimens BJ-H, 16, and 16 on the span 7 ft 6 in.

10

2

—

J

1 7

r•

)0-C)

]

>

D

o

T

/

/•

1 i (/

BJ-I

Figure 46.

deflecfion in. -Impact load on wall BJ, load

inside face.

ipplied to

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

circles) results for specimens BJ-Il, 12, and IS on the span 7 ft 6 in.

a drop of 10 ft were 0.85, 0.34, and 0.71 in. in specimens II, 12, and 13, respectively.

The impact loads were applied to the center

of the outside face of specimens 14, 15, and 16,

the sand bag striking the stucco directly over

the center stud. In each of the specimens 14,

15, and 16 at drops of 3.5, 1, and 3.5 ft and

deflections of 0.58, 0.20, and 0.54 in., respectively, the plaster cracked transversely across each specimen at a lath joint near midspan.

At drops of 6.5, 5.5, and 5 ft for specimens 74,

16, and 16, respectively, the inside face of each specimen failed by opening of the cracks

in the plaster. In each of the specimens the stucco cracked longitudinally at drops of 6.0,

6.5, and 6.5 ft and deflections of 0.78, 0.75, and

0.79 in., respectively, and transversely at drops

of 7.5, 8.5, and 10 ft and deflections of 0.90,

0.95, and 1.23 in., respectively. In specimen

14 the outside face failed by opening of a longitudinal crack over the center stud. The sets after a drop of 10 ft were 0.18, 0.22, and 0.22

in. in specimens 14, 15, and 16, respectively,

and the studs and sheathing and lath were undamaged.

[34]
6. Racking Load

The results for wall specimens BJ-Rl , R2,

and RS are shown in table 13 and in figure 48. The racking loads were applied to the top

plate only, and the stop was in contact with the

floor plate only. In each of the specimens the

plaster cracked in several places approximately

parallel to a diagonal from the point of application of load to the stop. The first cracks

occurred at loads of 1.625, 1.750, and 1.750

kips/ft and deformations of 0.50, 0.46, and 0.56

in./8 ft in specimens Rl , R2, and respectively. At the maximum load each of the

specimens failed by shearing of the plaster from

the lath, pulling of some of the nails through

the edges of the sheathing, and pidling the top

plate from the studs. The stucco was undamaged.

2.0

^1.6

i 1.2

0.8

0

• o —

r

y

• op o

\'ao * <! Ij

iJl mo' Jt- m(p> iT

BJ

0 0.4 0.8

deformafion

1.2

in./8n

Figure 48.

Racking load on wall BJ

.

Load-deformation (open circles) and load-set (solid circles) results for specimens BJ-Rl, R2, and RS. The loads are in kips per foot of the

face width of specimen (8 ft O in)

.

IX. WALL BK

1. Description, Sponsor's Statement

Tliis construction was a wood frame with

"Bildrite" sheathing and brick veneer on the

outside face and "Lok-Joint" lath and plaster

on the inside I'iic.c. I( was similar to construction B(J, with tJie exception that the slicatliing on the outside face was covered by brick veneer, not bevel siding. It was similar to construction BJ, witli the exception that the sheathing on the outside fiu-e was covered f)y brick veneer, not stucco. The price in WMsliington, 1). C, as of .Inly

1937, was $0.53/ft-.

(a) Four- Foot Wo11 Sjire.irncns

The 4-ft wall spcchnens were 8 ft 0 in. high,

4 ft 0 in. wide, and 10}^ in. thick. Each speciFlGURE 49.

Four-foot wall .^peci tnen BK.

A, stud; B, floor plate; C, top plate; D, sheatliing; E, brick veneer; F,

nailing strips; G, lalli; //, jilaster.

men consisted of a wood frame to wliich the

faces were fastened. The frame consisted of three studs, A, shown in figure 49, fastened to a floor plate, B, and a top plate, C, by nails. The outside face consisted of insulating-board

sheathing, D, and brick veneer, E, fastened to the studs by wall ties. The inside face consisted

35
of wood nailing strips, F, insulating-board lath,

G, and plaster, H. The specimens were not

painted.

Studs.—The studs, A, were red pine, 1% by

3% m. (nominal 2 by 4 in), 7 ft 7% m. long,

spaced 1 ft 4 in. on centers. The lower end of

each stud was fastened to the floor plate by

two 16d common nails driven from the bottom

of the plate (not toenailed), and the upper end

of each stud was fastened to the top plate by

two i6d common nails driven from the top of

the lower member of the plate.

Floor plate.—The floor plate, B, was red

pnie, 1% by 3% in. (nominal 2 by 4 m), 4 ft 0 in. long.

Top plate.—The top plate, C, consisted of

two pieces of red puie, '\% by 3% in. (nominal

2 by 4 m), 4 ft 0 in. long, fastened by ten lOd

common nails driven from the top of the plate.

Sheathing.—The sheathing, D, was two "Bildrite" sheathing boards, in. by 1 ft 11 ^Yn in., 8 ft 0 m. long, with the luien-textured surface

outward. There was a vertical joint on the

cejiter stud, with Yi-m. clearance between the

edges of the boards. The boards were fastened

to the center stud, floor plate, and top plate by

8d common nails spaced 3 in., about in. from

the edges of the boards, and to the two outer

studs by 8d common nails spaced 6 in. Brick veneer. —The brick veneer, E, was laid

with No. 1 common red brick in running bond

with !^-in. mortar joints. The brick veneer was

fastened to the studs by corrugated sheet-steel

wall ties. Three ties were laid in every third

course, one at each stud, fastened by either one

or two 6d box nails. The design for the wall

provided a 1-in. cavity between the brick and

sheathing. In the specimens this cavity was

not clear because mortar accumulated in irregular patches.

Nailing strips. —The nailmg strips, F, were

red pine, % by % in., 7 ft 7}^ in. long. In the

specimen they supported the outer edge of the

lath to facilitate plastering, but they are not

used in a house.

Lath.—The lath, G, consisted of "Lok-Jomt"

lath, five full courses and one course cut to a

height of 7^8 in., as shown in figure 6. The

plaster was on the burlap-textured surface.

There was a vertical joint in each course, centered on a stud, with '(fi-in. clearance between

the ends of the lath. The horizontal joints

(shiplapped) were reinforced by "Loks," three

at each jomt. The lath was fastened to the

studs, floor plate, top plate, and naihng strips

by plasterboard nails spaced 4 in. on centers and about }^ m. from the edges of the lath. Plaster.—The plaster, H, was K in. thick and

consisted of a base coat and a flnish coat. The

lath was dry when the plaster was applied.

(6) Eight-Foot Wall Specimens

The 8-ft wall specimens were 8 ft 0 in. high,

8 ft 0 in. face width, by lOK in. thick. The

specimens were similar to the 4-ft specimens,

with the exception that there were seven studs

spaced 1 ft 4 in. on centers and no nailing

strips. There was a stud at each edge extending one-half its thickness beyond the faces; over-all width 8 ft VA in. The two members of

the top plate were fastened by twenty lOd

common nails. Sheathing.—The sheathing consisted of two

boards 3 ft 11% in. wide. There was a vertical

joint on the center stud, with clearance

between the edges of the boards.

The boards were fastened to the edge studs, center stud, floor plate, and top plate by Sd

common nails spaced 3 in., about ){ hi. from the

edges of the boards, and to the other four studs

by 8d common nails spaced 6 in.

2. Compressive Load

The results for wall specimens BK-Cl, C2,

and C3 are shown in table 13 and in figures

50 and 51. The upper loading plate was not in contact

with the brick veneer. The lateral deflections

shown in figxire 51 are plotted to the right of the vertical axis for deflections of the specimens

toward the outside face and to the left for deflections toward the inside face. Specimens

Cl and CS deflected toward the inside face for

all loads up to and including the maximum

load. Specimen C2 deflected toward the outside face for almost all loads. The lateral deflections of specimens Cl and CS toward the

inside face were probably due either to the

stiffness of the inside face counteracting the

effect of the eccentric loads or to the little resistance afforded by the brick veneer to deflection in tliis direction.

[36]
8

?

w

• o

^

•< o o

5

—•—

c O C

•

/

IP (CfO

T

m

1 ,

/

T BK

0 0.1 OJ 0.3 shorien'incj in. Figure 50.

Compressive load on wall BK.

Load-shortening (open circles) and load-set (solid circles) results for specimens BK-Cl, C2, and CS. Load applied to the wood frame only, one-third the thickness (1.21 in.) from the inside surface of the studs. The loads are in kips per foot of actual width of specimen.

cn

Cor 2

O •

-o»- o«

-<>

> c

1

o

J

J

1r

en

0 0.2 0.4 0.6

laferal defiedion in. Figure 51.

Compressive load on wall BK.

Load-lateral deflection (open circles) and load-lateral set (solid circles) results for specimens BK-Cl, C2, and CS. Load applied to the wood

frame only, one-third the thickness (1.21 in.) from the inside surface

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

Each of the specimens failed by llic plate

erushino- locally at the inside edge of tiie studs

and separating at the outside edge. This

rotation of the top plate pulled the nails from

the studs, ruptured the sheathing transversely

across most of the width of the specimen, and

either ruptured the lath or separated it from

tlie upper ends of the studs. No failure of the

brick veneer was observed.

3. Transverse Tjoad

Wall specimen BK T3 under transvei-se lond

is shown in figure 52. The results are shown in table 13 and in figure 53 for wall specijiiens

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

(plastered) face, and in figure 54 for wall

specimens BK-T4, T6, and T6, loaded on the

outside (brick-veneer) face. The deflections of the studs and of the brick- veneer were each measured. The lateral deflec- tions shown in figures 53 and 54 are the average

of these values. In each of the specimens Tl, T2, and T3

the brick veneer cracked at three or four bed

joints owing to rupture of the bond between

the brick and the mortar. The first cracks

occurred at or between the loading rollers at loads of 75, 50, and 50 Ib/ft^ and deflections

of 0.38, 0.19, and 0.17 in. in specimens Tl

.

T2, and T3, respectively. In each of the speci- mens the plaster cracked longitudmally along

either one or both outer studs and transversely

across the specimen at each lath joint. The

first longitudinal cracks occurred at loads of 200, 150, and 150 Ib/ft^ and deflections of

1.41, 0.97, and 1.01 in. m specimens Tl, T'2, and T3, respectively. The first transverse cracks occurred at or between loading rollers at loads of 150, 175, and 225 lb/ft" and deflections

of 0.96, 1.23, and 1.80 in. in specimens Tl,

T2, and T3, respectively. At the maximum

loads each of the specimens Tl, T2, and T3

failed by rupture of one outer stud at the upper

loading roller and lateral displacement of the

lower portion of the brick veneer with respect

to the upper portion at a ruptured bed jomt.

In each of the specimens T4, T5 . and T6

(loaded on the brick veneer) the brick veneer cracked at four or five bed jomts owmg to rupture of the bond between the brick and the

mortar. The first cracks occurred at or near

[37]
i

Figure 52.Wall specimen BK~T3, under

transverse load.

the iippei- loading roller at loads of 64, 85, and

75 lb/ft- and deflections of 0.16, 0.17, and 0.21

in. in specimens T4, T5, and T6, respectively.

In each of the specimens the plaster cracked

transversely across the specimen in several

places. About one-half of the cracks were at lath joints. The first cracks occurred near the

upper loading roller at loads of 124, 100, and

132 lb /ft' and deflections of 0.76, 0.32, and

0.66 in. in specimens T4, T5, and T6, re- spectively. At the maximum load specimens

T/f and T6 failed by rupture of one outer stud at

a loading roller and lateral displacement of the

brick veneer at a ruptured bed joint. Specimen

T5 fafled by rupture of the center stud and one

outer stud at midspan.

4. CONCENTKATED LOAD

The results are shown in table 13 and in

figure 55 for wall specimens BK-Pl, P2, and

P3, loaded on the iii^side face, and in figure 56

for wall specimens BK-P4, P5, and P6, loaded on the outside face. The concentrated loads were applied to the

inside face of specimens PI, P2, and PS on

the plaster midway between two studs and

about 3 ft from the lower end. Each of the

specimens failed by punchhig of the disk through

the plaster and hi to the lath. The concentrated loads were applied to the

outside face of specimens PJf, P5, and P6 on a

brick at midwidtli in a course midway between

[38]
m

^200

Cn

lb\lOO

• o

11•J1 / M

if

T

g/r-/ '0/25

deflecfion in. Figure 53.

Transverse load on wall BK, load applied

to inside face.

Load-deflection (open circles) and load-set (solid circles) results for specimens BK-Tl, T2, and T3 on the span ? ft (i in.

240

200

\/20

h 80

40

0

• — • - —

<

/1—

r

J•1-

•

1is

•

BKI

0 0.02 0.04 0.06

indenfafion in. Figure 55.

Concentraced load on wall BK, load applied i,o inside face.

Load-indentation results for specimens BK-Pt, P2, and PS.

500

^200

g /oo

1 n

• o

1

/

o

o o^o

-o

/• r 1/

• (CD T

s/r-4 '0 2 4 6

defiedion in. Figure 54.

Transverse load on wall BK, load applied

to outside face.

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

1000

^soo*»

^600

400

200

SK-4

0 0.02 0.04 0.06

indeniaiion in. Figure 56.

Concentrated load on wall BK, load applied

to outside face.

Load-indentation results for specimens BK-Pi, P6. and P6.

[39]
wall ties, about 3% ft from tlic lower end. The

indentations after a load of 1,000 lb had been

applied were 0.001, 0.012, and 0.003 in. in

specimens P4, P5, and P6, respectively, and

no further effect was observed.

5. Impact Load

The results are shown in table 13 and in figure 57 for wall specimens BK-Il, 12, and

IS, loaded on the inside face, and in figure

58 for wall specimens BK-I4, 16, and 16,

loaded on the outside face.

C:

o

r*—

1

4 —

e

1 y—

3

•

: —

q

• »—

7•

o

c -Jo

»

1

1

J sn-/

Fic4nKE 57.-

/ OJ 0.8 L2

def/ecfi'on in.

-1)11 pari load on wall BK, load applied lo inside face.

Height of drop-[leflecti(iti (open circles) and lieiglil of drop-set (solid

circles) results for specimens BK~I1. 12. and 13 on the span 7 ft B in.

The specuue-jis were vertical when tested. The impact loads were applied to the center of

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

the sandbag striking the plaster directly over

the center stud. At drops of 3.5, 3.5, and 2.5

ft on specimens U, 12, and IS, respectively,

the inside face faUed by rupture of the lath and

plaster where the bag struck. At drops of 3, 2.5, and 3.5 ft, and deflections of 0.38, 0.32,

and 0.25 in., respectively, the brick veneer of each specimen cracked by ruptiu-e of the bond

between the brick and mortar at a bed joint near midspan. At drops of 6, 6, and 7.5 ft on specimens II, 12, and IS, respectively, the

outside face of each specimen failed by lateral displacement of the brick veneer at a ruptured

bed joint. The sets after a drop of 10 ft were

0.58, 0.37, and 0.05 in., respectively, and the

studs were undamaged.

The impact loads were applied to the center

of the outside face of specimens 14, 16, and 16,

the sandbag striking the brick veneer directly over the center stud. In specimens IJf. and 15

at drops of 7 and 9 ft and deflections of 0.42

and 0.42 in., respectively, the brick veneer of

/5

^o S

4

2

o —

M e

1 ternIm—

1r

u

<o<y

s/r-4

0.2 0.4

defkcfion

0.6

in

Figure .58.

hnpacl load on wall BK, load applied lo outside Jarr.

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

circles) results for specimens BK-IJ,, IB, and 16 on the span 7 ft (i in.

each specimen crac]s.ed owhig to rupture of the

bond between the brick anil the mortar at a bed joint near midspan. In specimen I4 at a drop of 10 ft and a deflection of 0.52 in., the

plaster cracked transversely across the specimen near midspan. The sets after a drop of 10 ft were 0.08, 0.07, and 0.05 in. in specimens

14, 16, and 16, respectively, and neither the

faces nor the studs failed.

[40]
6. Racking Load

The results for waJl specimens BK-Rl , B2,

and RS are shown in table 13 and in fi<z,-ure 59. The racking loads were applied near the upper

end of each specimen to a bearing plate covering

the total thickness of the specimen, including

the brick veneer. On specimen Rl the center

of the load was at midthickness of the specimen

and on specimens R2 and R3 at 2.5 in. from the

outside face. The stop was in contact over the

total thickness of the specimens. The deformad 0.1 0.2 0.5

deformaiion in./S ff.

FiC4UKE .59. Narkni.g load on wall BK.

Load-deformation (open circles) and load-set (solid circles) results for specimens BK~R!, R2, and E3. The loads are in kips per foot of the

face width of specimen (8 ft 0 in)

.

tions and sets shown in figure 59 for a height of 8 ft were computed from the values obtained

from the measuring-device readings. The gage

length of the vertical measuring device was 6 ft 9 in. The gage length of the horizontal measuring device was 5 ft. The deformations and

sets are the averages of the deformations and

sets for the wood frame and for the brick veneer measured independently by two sets of deformation-measuring devices. In specimen Rl at a load of 6 kips/ft and a deformation of 0.46 in./8 ft, the plaster cracked

diagonally in several places, approximately

parnllel to a diagonal from the poiut of ajjplication of load to the stop. There was also noticeable vertical displacement between the sheathing boards at the joint. During the a7)plication of the next increment of load the wood

frame deformed so much more than the bri(;k veneer that the ring dynamometer slipped out

of the frame. The ring dynamometer was then

centered 2.5 in. from the outside face, a load of 6.25 kips/ft was applied, and no fiirther effect was observed.

Specimen R2 failed by rupture of the brick veneer in a stepwise crack approximately along

a diagonal from the point of application of load

to the stop. The crack usually followed the

bed and head joints but went through the brick

in a few places. No other failure of the specimen was observed. In specimen R3 the set

after a load of 6.25 kips/ft had been applied was

0.026 in./8 ft, and no further efi'ect was observed.

X. WALL BL

1. Description, Sponsor's Statement

This construction was a wood frame with

"Bildrite" sheathing, wood furring strips, and

wood shingles on the outside face and "LokJoint" lath and plaster on the inside face. It was similar to construction BG, with the ex- ception that the sheathing on the outside face was covered by shingles, not bevel siding.

The price in Washington, D. C, as of July

1937, was $0.36/ftl

{a ) Four-Foot Wall Specimens

The 4-ft wall specimens were 8 ft 0 in. high,

4 ft 0 m. wide, and 7 in. thick. Each specimen

consisted of a wood frame to which the faces were fastened. The frame consisted of three

studs. A, shown in figure 60, fastened to a floor plate, B, and a top plate, C, hy nails. The outside face consisted of insulating-board sheathing, D, wood furring strips, E, and wood

shingles, F. The inside face consisted of wood

nailing strips, G, insulating-board lath, H, and

plaster, /. The specimens were not painted.

Studs.—The studs, A, were red pine, 1% by

3% in. (nominal 2 by 4 in), 7 ft 7',s in. long,

[41 J
spaced 1 ft 4 in. on centers. The lower end

of each stud was fastened to the floor plate by

two 16d common nails driven from the bottom

of the plate (not toenailed), and the upper end

of each stud was fastened to the top plate by

two 16d common nails driven from the top of the lower member of the plate.

Floor plate. —The floor plate, B, was red

pine, 1% by 3% in. (nominal 2 by 4 in), 4 ft 0 in. long.

Top plate.—The top plate, C, consisted of two pieces of red puie, 1% by 3% in. (nominal

Figure GO.Four-fool irall .spcciinen BL.

A, stud; B, floor plate; C, top plate; D, sheathing; E, furring strip; F,

shingles; G, nailing strip; //, lath; /, plaster.

2 by 4 in), 4 ft 0 in. long, fastened by ten lOd

common nails driven from the top of the plate.

Sheathing.—The sheathing, D, was two

"Bildrite" sheathing boards, in. by 1 ft 11 'Xe in., 8 ft 0 in. long, with the linen-textured

surface outward. There was a vertical joint on the center stud with )8-m. clearance between

the edges of the boards. The boards were

fastened to the center stud, floor plate, and

top plate by 8d common nails spaced 3 in., about Yi in. from the edges of the boards, and

to the two outer studs by 8d common nails

spaced 6 in. Furring strips.—The furring strips, E, were

20 pieces of red pine, % by 1% in., 4 ft 0 in. long, spaced 5 in., and fastened to the studs by

lOd box nails, one at each stud.

Shingles.—The shingles, F, were western red

cedar, 16 in. long, exposed 5 in. to the weather,

and fastened to the furring strips by 3d galvanized common nails, either two or three nails m

each shingle.

Nailing strips.—The nailing strips, G, were

red pine, % by % in., 7 ft 7 in. long. In the

specimen they supported the outer edge of the

lath to facilitate plastering, but they are not

used in a house.

Lath.-^The lath, H, consisted of "Lok-Joint"

lath, five full courses and one coiirse cut to a

lieight of 7/8 in., as shown in figure 6. The

plaster was applied to the burlap-textured surface. There was a vertical joint in each course, centered on a stud, with Yie-in. clearance between the ends of the lath. The horizontal

joints (shiplapped) were reinforced by "Loks,"

three at each joint. The lath was fastened to

tlie studs, floor plate, top plate, and nailing

strips by plasterboard nails spaced 4 in., about

Vo in. from the edges of the lath. Plaster. —The plaster, /, was K in. thick and

consisted of a base coat and a finish coat. The

lath was dry when the plaster was applied.

(b) Eight-Foot Wall Specimens

The S-ft wall specimens were 8 ft 0 in. high,

8 ft 0 in. face width, and 7 in. thick. The

specimens were similar to the 4-ft specimens, w ith the exception that there were seven studs

spaced 1 ft 4 in. on centers and no nailing strips.

There was a stud at each edge extending onehalf its thickness beyond the faces; over-all

width 8 ft 1% in. The two members of the top

plate were fastened by twenty lOd common

nails. The sheathing consisted of two boards,

3 ft 11% in. wide. There was a vertical joint over the center stud, with }^-in. clearance between the edges of the boards. The sheathing was fastened to the edge studs, center stud,

floor plate, and top plate by 8d common nails

spaced 3 in., about }{> in. from the edges of the

boards, and to the other four studs by 8d com- mon nails spaced 6 in.

[42]
CO

oo

•—

1

1

O—-|

- 4 — c •

•/

-a •

o , )-W

D -•—

• •

r/

1 ( -co —

O

/ /•— —

o

O

•

• h

-o

• >-*^

—Jl^—

i 4

o ——oD

• —

a

t

—°1

< )

/

L o—

0 0.1 0.2 0.5

shorfen/'ng in

Figure 61.

Compressive load on wall BL.

Load-shortening (open circles) and load-set (solid circles) results for specimens BL-Cl, C2, and C'S. Load applied one-third the thickness

(1.21 in.) from the inside surface of the studs. The loads are in kips

per foot of actual width of specimen.

2. Compressive Load

The results for wall specimens BL~C1, C2,

and CS are shown in table 13 and in figures 61

and 62. The lateral deflections shown in figure 62 were plotted to the right of the vertical axis for deflections of the specimens toward the outside face and to the left for deflections toward

the inside face. Specimen C3 deflected toward

the inside face for loads up to 4.5 kips/ft,

probably owing to the stiffness of the inside face

counteracting the effect of the eccentric load. Each of the specimens failed by crushing of the lower member of the top plate, locally, at the inside edge of the studs, causing the plate

to rotate and allowing the specimens to push out

under load without breaking the studs.

3. Transverse Load

The results are shown in table 13 and in figure 63 for wall specimens BL-Tl , T2, and

T3, loaded on the inside (plastered) face, and

in figure 64 for wall specimens T4, T5, and T6,

loaded on the outside (shingled) face.

I 5

COCO

I

0

-0-|

o

-i o

o

0

—c<

B£

0 0.2 0.4 0.6

laferal deflecfion in. Figure 62.

Compressive load on wall BL.

Load-lateral deflection (open circles) and load-lateral set (solid circles) results for specimens BI^Cl, C2, and CS. Load applied one-third the thickness (1.21 in.) from the inside surface of the studs. The loads are in kips per foot of actual width of specimen.

m

700

100

0

• —•/

/•

••

i

•i

m

' J

•

' yCD m<3

Y BL-I 0 0.5 1.0 /J

defiedion in. Figure 63.—Transverse load on trail BL, load applied

lo insidt face.

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

43
400

500

I

700

Co hm

—*- Q

9 —

c o

)

•

( o

)

• •

o

-o o

o

/

1 • - -

1

1

,

•CD)

—°;

Q

Of. —

c

BL-4

0 12 5

defleciion in. Figure 64. —Tran.-<v('rse load on wnU BL, load applied, to outside fac(.

Loail-ileflectioii (open circles) and load-?e1. (solid circles) results for specimens BL~Ti, TS, and T6 on the span 7 ft fl in.

In each of the specmiens Tl , T2, and T3, the

plaster cracked longitudinally along one or both outer studs and transversely across the

specimen in several places. The first longitudinal cracks occurred at loads of 225, 75, and 75

Ib/ft^ and deflections of 1.14, 0.26, and 0.29 in. in specimens Tl, T2, and T3, respectively.

Some of the transverse cracks occurred at lath

joints. The first transverse cracks occurred at or between the loading rollers at loads of 225,

200, and 175 lb/ft- and deflections of 1.14, 1.00,

and 0.90 in. in specimens Tl, T2, and T3,

respectively. At the maximum loads each of

the specimens failed by rupture of the center

stud, one outer stud, and the sheathing at or between the loading rollers. In addition, in specimen Tl , some of the shingles separated from the furring strips where the studs

ruptiu-ed.

In each of the specimens T4, T6, and T6

(loaded on the shingles) the plaster cracked

transversely across the specimen in several

places. Some of the cracks occurred at lath

joints. The first cracks occurred at loads of

75, 60, and 75 Ib/ft^ and defiections of 0.34,

0.24, and 0.23 in. in specimens T4, T6, and T6,

respectively. At the maximum load specimen

T4 failed by rupture of one outer stud at midspan. Specimens T5 and T6 failed by rupture

of all three studs at or between the loading

rollers.

4. Concentrated Load

The residts are shown in table 13 and in

figure 65 for wall specimens BL~P1, P2, and

P3, loaded on the inside (plastered) faces, and

in figure 66 for wall specimens BL-P4, P6,

(5

o

o

•

•• *—

e

•

•fM • 1 /

/

1

i s>

a

BL-I

indeniaiion in. Figure RS.—Concerdrated load on wall BL, load applied

to inside face.

Load-indentation results for specimens BL-Pl, P2, and PS. and P6, loaded on the outside (shingled) face. The concentrated loads were applied to the

inside face of specimens PI, P2, and PS on the

plaster midway between two studs and Iji to 2 ft from one end. On specimens P2 and PS

the load was applied over a lath joint. Each

of the specmiens failed by punching of the disk

through the piaster and into the lath. The concentrated loads were applied to the

outside face of specimens P4, P6, and P6 on a

[44]
800

^600

I

Qjo

•

» —— —

r

r — —

m

I r

T1

7

£

•—

indenfafion in. Figure 66.

Concentrated load on wall BL, load applied

to outside face.

Load-indentation results for specimens BL-P.',, P5, and P6.

sliingie 2% in. from the lower eclge and about

2}^ ft from one end of the specimen, midway

between two furrmg strips and two studs. In

specimen at a load of 650 lb and in specimen P6 at a load of 700 lb the shingle split

along the grain at one edge of the disk. At the

maximimi loads each of the specimens failed by

punching of the disk through the shingles.

5. Impact Load

The results are shown in table 13 and in figure 67 for wall specimens BL-Il, 12, and IS,

loaded on the inside face, and in figure 68 for wall specimens BL~I4, 15, and 16, loaded on

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

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

the sandbag striking the plaster directly over

the center stud. In each of the specimens II,

12, and IS the plaster cracked longitudinally over either one or both outer studs at a drop

of 1 ft, and at drops of 2.5, 3, and 2.5, respectively, the uiside face of each spechnen failed by sagging of the overhanging plaster edges.

At drops of 3.5, 2, and 3 ft and deflections of

///

8

1^

2

n

BL-I '0 0.5 1.0 1.5 defiedion in. Figure 67.- Im.pacI load on wall BL, load applied to inside face.

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

circles) results for specimens BL-Il, 12, and 13 on the span 7 ft fi in.

IQ

8

1*

1•

rO

1

•

•—

•

1»L

1•—

BL-4. 0 12 5

deflec lion in. Figure 6H.- -I uipacl load on wall til., load applied ti. outside face.

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

circles) results for specimens BL-H, IS, and 16 on the span 7 ft 6 in.

[45]
0.79, 0.69, and 0.72 in. in specimens II, 12,

and 13, respectively, the plaster cracked trans- versely across each specimen at a lath joint near midspan. The sets after a drop of 10 ft were 0.66, 0.71, and 0.68 in. in specimens II,

12, and 13, respectively. Some of the furring

strips were separated from the sheathing near midspan, but the outside face and the studs

did not fail. The impact loads were applietl to the center

of the outside face of specimens /4, 15, and 16,

the sandbag striking the shingles directly over

the center stud. In each of the specimens the

plaster cracked transversely across each specimen at several places. The first cracks oc- curred at lath joints near midspan at drops of

3, 2.5, and 2.5 ft and deflections of 0.79, 0.69,

and 0.65 in. in specimens 74, 15, and 16, respectively. At drops of 4, 4.5, and 4 ft, respectively, the inside (plastered) face of each

specimen failed by opening of the cracks in the

plaster. The sets after a drop of 10 ft were

0.12, 0.08, and 0.08 in. in specimens 14, 15,

and 16, respectively. Most of the plaster had

fallen, but the outside face and studs were undamaged.

6. Racking Load

Wall specimen BL Rl under racking load is shown in figure 69. The results for wall speci- mens BL-Rl, R2, and R3 are shown in table

13 and in figure 70. The racking loads were applied to the top

plate only and the stop was in contact with the

floor plate only. In each of the specimens the

plaster cracked in several places. Most of the

Figure 69.—Wall specimen BL-Rl

under racking load.

[46]
cracks were parallel to a diagonal fron; the

point of application of load to the stop. Tlie

first cracks occurred at loads of 1.125, 1.125,

and 1.375 Idps/ft and deformations of 0.49,

0.47, and 0.67 in./8 ft in specimens Rl, R2, and

RS, respectively. At a load of 1.50 kips/ft on

specimens Rl and R2 some of the nails fastening the sheathing to the top plate pulled

through the edges of the sheathing. At loads

of 1.625, 1.375, and 1.592 (maximum) kips/ft

1.6

JO

0.8

^ 0.4

0

• oo

D jr o

r o

• cp •

/ d/

un—

u

BL 0 0.^ 1.0 1.5 deformafion in./Sff

Figure 70.

Racking load on wall BL.

Load-deformation (open circles) and load-set (solid circles) results for specimens BL-Rl, R2, and R3. The loads are in kips per foot of the

face width of specimen (8 ft 0 in)

on specimens Rl, R2, and R3, respectively,

there was noticeable vertical displacement

between the two sheatliing boards at the joint.

At the maximum loads each of the specimens

failed by the top plate puUing the nails from

the studs and thi-ougli the sheathing and lath.

XI. PARTITION BM

1. Description, Sponsor's Statement

This construction was a wood frame with

"Lok-Joint" lath and plaster on both faces.

It was similar to wall constructions BG, BJ,

and BK, with the exception that the top plate

was single, not double, niid l)ot]i fiiccs were lath and plaster, not one face. The price in Washington, D. C'., as of July

1937, was $0.31 /ft^

The partition specimens were 8 ft 0 in. higli, 4 ft 0 in. wide, and 5% in. thick. Each specimen

consisted of a wood frame to which two like faces were fastened. The frame consisted of

three studs, A, in figure 71, fastened to a floor

Fjgure 71.Partition specimen BM.

A, stud; B, floor plate; C top plate; 1>, nailing strip; A', lath; 7'", plaster.

plate, B, and a top plate, C, by nails. Both

faces consisted of wood nailing strips, D, insulating-board lath, E, and plaster, F. The spec- imens were not painted.

Studs.—The studs. A, were red pine, 1% by

3% in. (nominal 2 by 4 in), 7 ft 8% in. long, spaced

1 ft 4 in. on centers. The studs were fastened

to both plates by 16d common nails driven

through the plates. There were two nails at each end of each stud.

Floor plate and top plate.—The plates, B and

C, were red pine, 1% by S% in. (nominal 2 by

4 in), 4 ft 0 in. long.

[47]
Nailing strips.—The nailing strips, D, were

red pine, % by in., 7 ft 8^^ in. long. In the

specimen they supported the outer edges of the

lath to facilitate plastering, but they are not

used in a house.

Lath.—The lath, E, consisted of "Lok-Joint"

lath, five full courses and one coiu'se cut to a

height of 7i^8 in., as shown m figure 6. The

plaster was applied to the burlap-textured surface. There was a vertical joint in each course, centered on a stud, with %6-in. clearance between the ends of the lath. The horizontal

joints (shiplapped) were reinforced by "Loks,"

three at eacli joint. The lath was fastened to the studs, floor plate, top plate, and nailing

strips by plasterboard nails spaced 4 m., about

){ in. from the edges of the lath. Plaster.—The plaster, F, was ){ in. thick and

consisted of a base coat and a finish coat. The

lath was dry when the plaster was applied.

2. Impact Load

The results for partition specimens BM-Il,

12, and 13 are shown in table 14 and in figure

72.

0/254

defleciion in. Figure 72.

Impact load on partition BM.

Height of drop-deflection (open circles) and height of drop-set (solid cir- cles) results for specimens BM-Il , /2, and /S on the span 7 ft 6 in

.

Table 14.

Structural properties,, parlitioris BM and BN

Load

Concentrated Impact »

Construction symbol

Weight

Spec- imen

Maxi- mum

load

Spec- imen

Failure

nf loaded

face, height

of drop

Failure

01 opposite

face, height

of drop

Maxi- mum

height

of drop

BM

Ibim

11. 2

1 ^'

lb167 253

It12

ft4.0

5.0

ft5.5 6.5

ft t-lO.O 10.0

[ PS 211 IS 4.5 6.0 10.0 Average _ 210 4.5 6.0 BN 3. 12

I PI

\ P2

{ PS

149 160

157

1111IS

5.0 8.0

3.5

4.5

8.0

6.0

5.5 8.5

6.5 Average _ 155 5. 5 6.2 6.8

» Span 7 ft 6 in. t Test discontinued. The impact loads were applied to the center

of one face of each specimen, the sandbag

striking the plaster directly over the center

stud. In each of the specimens the plaster on

both faces cracked longitudinally along the

studs and transversely across each specimen in several places. The first transverse cracks in the face opposite the face struck occurred at lath joints near midspan at drops of 2, 1, and

1.5 ft and deflections of 0.70, 0.50, and 0.70 in. in specimens II, 12, and IS, respectively. The

first transverse cracks in the face struck

occurred at lath joints near midspan at a drop

of 3 ft and deflections of 0.90, 1.08, and 1.18 in. in specunens II, 12, and IS, respectively. At

drops of 4, 5, and 4.5 ft, on specimens II, 12,

and IS, respectively, the face struck by the

santlbag failed owing to rupture of the plaster at midspan, especially at the point of impact.

At drops of 5.5, 6.5, and 6 ft on specimens II, 12, and IS, respectively, the face opposite that

struck by the sandbag failed by falling of some

of the plaster. In each of the specimens the center stud broke at midspan at drops of 10,

9, and 10 ft, respectively. Specimen 12 failed

structurally at a drop of 10 ft by the sandbag

passing through the specimen.

3. Concentrated Load

Partition specimen BM-P2 under concentrated load is shown in figure 73. The results

for partition specmiens BM~P1, P2, and PS

are shown in table 14 and in figure 74.

[48]
FrGURE 73. Partilidi. KjKci.liien BM 1': lunlir cuiirciil r<il<il Imnl

.

The concentrated loads were applied to one

face of each specimen on the plaster midway

between two studs over a lath joint 1}^ to 2 ft from one end of the specimen. Each of the

1 •

• —•—•—•

• • —•• ' /m

1

Im

1•

•

• BM

0 0.02' 0.04 0.06

indeniafion in. Figure 74.

Concentrated load on partition BM.

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

specimens failed by punching of the disk through

the plaster and by the spreading of the lath at the joint.

XII. PARTITION BN

1. Description, Sponsor's wStatement

This construction was a wood frame with

}{-in. "Graylite" interior board on both faces. It was similar to wall construction BI, with the

exception that the top plate was single, not

double, and both faces were interior board, not one face. It was similar to wall construction

BH, with the exception that the top plate was

single, not double, both faces were interior

board, not one face, and the interior board was

}{ in. thick, not % in. The price of this construction in Washington,

D. C, as of July 1937, was $0.18/ft-.

The partition specimens were 8 ft 0 in. high,

4 ft 0 in. wide, and 4% in. thick. Each specimen consisted of a wood frame to which two

like interior board faces were fastened.

The frame consisted of three studs, ^4, shown

in figure 75, fastened to a floor plate, B, and a top plate, C, by nails. Both faces consisted of

[49]
interior board, I), with a vertical joint at midwidth covered by a batten strip, E. The spec- imens were not painted.

Studs.—The studs, A, were red pine, 1% by

3% in. (nominal 2 by 4 in), 7 ft 8% in. long,

spaced 1 ft 4 in. on centers. The studs were

fastened to both plates by 16d common nails

driven through the plates. There were two

nails at each end of eacii stud.

Floor plate and top plate.—The plates, B and

C, were red pine, 1% by 3% in. (nominal 2 by

4 in), 4 ft 0 in. long.

Interior board.—The interior board, D, was

four "Graylite" boards, 1 ft lV%e m. by K

Figure 75.Partiiion ipccivieii BN.

A, stud; B. door plate; C, top plate; D, interior board; E, batten strip.

hi., 8 ft 0 m. long, with the liiien -textured sur- face exposed. There was a vertical joint on

the center stud with ji-m. clearance between

the edges of the boards on each face. The

interior board was fastened to the center stud,

floor plate, and top plate by 4d galvanized

roofing nails spaced 3 in., about K in. from the

edges of the board, and to the outer studs by

4d finishing nails spaced 6 in., driven at an

angle, adjacent nails being inclined in opposite

directions.

Batten strips.—The batten strips, E, were two pieces of "Graylite" interior board, % by

2% in., 8 ft 0 in. long, with beveled outer edges.

The batten strips covered the vertical joints at midwidth on each face of the specimen and

were each fastened to the center stud by two

rows of 4d finishing nails spaced 3 in., driven

through the bevel edges, through the interior

board and into the center stud.

2. Impact Load

Partition specimen BN-I2, during the impact

test, is shown in figure 76. The results for partition specimens BN-Il, 12, and IS are shown

hi table 14 and in figure 77. The impact loads were applied to the center

of one face of each specimen, the sandbag

striking the batten strip and the interior board

directly over the center stud. In each of the

specimens the interior board on the face opposite the face struck separated from the studs

at drops of 4, 7, and 6 ft on specimens II, 12,

and IS, respectively, and these faces failed by

rupture of the ulterior board at midspan trans- versely across each specimen at drops of 4.5,

8, and 6 ft, respectively. At drops of 5, 8, and

3.5 ft, respectively, the face struck failed by

rupture of the interior board where the sandbag struck. At drops of 4.5, 7.5, and 6 ft, respectively, the center stud of each specimen

ruptured at midspan. At the maximum height

of drop, each specimen failed by the sandbag

passing through the specimen.

3. Concentrated Load

The results for partition specimens BN~P1,

P2, and PS are shown in table 14 and in fig- ure 78. The concentrated loads were applied to one

face of each specimen on the ulterior board

midway between two studs and about IK ft from one end of the specimen. Each of the

specimens failed by punching of the disk

through the interior board.

[50]
Fieri RE 7().- /'arhiion specimen

/ ? (In r i n y I h e

iiiiiinrl lesl.

8

4

2

• o

—•- o

o o —

o

—

>

:/.—

a 1 y

—

O

• p BN

0 2 4 6

deflecfion in. Figure 77.

Im-pact load on parliiion BN.

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

circles) results for specimens BN-Il, K, and IS on the span 7 ft 6 in.

m

120

^ 80

^ 60

I 40

^0

0

• A

r

1

- •

•

• 1 BN 0 0.04 0.08 0.12

indeniafion in. Ftgtjre 78.

Concetdrated load on parliiion BN.

Load-indentation results for specimens BN-Pi, Pi, and PS.

51
XIII. SPONSOR'S COMMENTS

Basically, an "Insulite" wall consists of a wood frame with "Bildrite" slieathinp,' on the

outside and either "Graylite" interior board

or "Lok-Joint" lath and plaster on the inside. These Insulite products are the results of more than 25 years' experience with structural

wood-fiber insulating board, ijicluding research

in the laboratory and studies of its use in buildings. These may be combined i]i different

ways with many outside finishing materials to meet the requirements of different codes, purposes, and geographic locations.

The application of these building materials

is simple and rapid.

Many dealers in building materials in both

the United States and Canada stock these

materials in well-protected packages. Each

package contains complete directions for the

application of the material.

The physical properties of the insulating

board were determined hy the Paper Section,

imder the supervision of B. W. Scribner, with

the assistance of S. G. Weissberg. The physical

properties of the plaster were determined by

the Lime and Gypsum Section, under the

supervision of L. S. Wells, with the assistance

of W. F. Clarke. The physical properties of the materials for the stucco and the brick veneer were determined by the Masonry Construction Section, under the supervision of D. E.

Parsons, with the assistance of C. C. Fishburn

and P. H. Petersen.

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

vShaw of the Building Practice and Specifications Section, under the supervision of V. B.

Phelan, from the mformation supplied by the

sponsor and from the specimens.

The structural properties were determijied by

the Engineering Mechanics Section, under the

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

Staiig, Avith the assistance of the following

members of the professional staff: F. Cardile,

R. C. Carter, H. Dollar, M. Dubm, A. H.

Easton, A. S. Endler, M. Greenspan, C. D.

Johnson, L. Kaxpeles, A. J. Sussman, and

L. R. Sweetman.

XIV. SELECTED REFERENCES

G. K. Geerlings, Wallhoard comes of age, Architecture

71, 181-87 (1935). Conservation through insvlation, Quartermaster Review

15, No. 6, 15-20, 66-67 (1936). Insulated home demonstrated, American Builder 58, No.

10, 53-.55 (1936).

LotC'COst house design with insulation throughout, Practical Builder 1, No. 1, 8 (1936). With sun deck and flying bridge, Hou.'^e Beautiful 79, No. 3, 42-44 (1937). Wood fiber products, Arcditectural Forum 67, No. 3, 224-225 (1937). G. E. Heck, Rigidity and strength of frame walls sheathed with fiberhoard, Forest Products Laboratory Mimeograph Publication R1151 (1937). A. S. Bull, New developments in sheathing performanct

data, American Builder (Dealer Distribution Section) 61, No. 5, 149-158 (1939).

Washington, May 2, 1939.

[52]
j
I

i
BUILDING MATERIALS AND STRUCTURES REPORTS

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

Superintendent of Documents at the prices indicated:

BMSl Research on Building Materials and Structures for Use in Low-Cost Housing 10^ BMS2 Methods of Determining the Structural Properties of Low-Cost House Constructions 10^ BMS3 Suitability of Fiber Insulating Lath as a Plaster Base 10^ BMS4 Accelerated Aging of Fiber Building Boards 10^ BMS5 Structural Properties of Six Masonry Wall Constructions 15^ BMS6 Survey of Roofing Materials in the Southeastern States 15^ BMS7 Water Permeability of Masonry Walls 10^ BMS8 Methods of Investigation of Surface Treatment for Corrosion Protection of Steel 10^ BMS9 Structural Properties of the Insulated Steel Construction Co.'s "Frameless-Steel" Constructions for Walls, Partitions, Floors, and Roofs 10^ 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 10j5 BMS12 Structural Properties of "Steelox" Constructions for WaUs, Partitions, Floors, and Roofs

Sponsored by Steel Buildings, Inc 15f5 BMS13 Properties of Some Fiber Building Boards of Current Manufacture 10^ BMS14 Indentation and Recovery of Low-Cost Floor Coverings 10f5 BMS15 Structural Properties of "Wheeling Long-Span Steel Floor" Construction Sponsored by

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Floors, and Roofs 150 BMS26 Structural Properties of "Nelson Pre-Cast Concrete Foundation" Wall Construction

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