The program of research on building materials and structures carried on by the

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

housing construction and finance, which is cooperating in the investigations through a

committee of principal technicians.

CENTRAL HOUSING COMMITTEE

ON KESEARCH, DESIGN, AND CONSTRUCTION

A. C. Shire, Chairman. Howard P. Vermilya, Vice Chairman.

United States Housing Authority. Federal Housing Administration.

Sterling R. March, Secretary.

Mary F. Taylor, Assistant Secretary.

Pierre Blouke, John F. Donovan,

Federal Home Loan Bank Board. Farm Security Administration.

Hugh L. Dryden, George W. Trayer,

National Bureau of Standards. Forest Service (F. P. Laboratory).

Louis A. Simon, Rollo H. Britten.

Public Buildings Administration. Public Health Service.

Luther M. Leisenring, George E. Knox,

Construction Division (War). Yards and Docks (Navy).

Edward A. Poynton, William R. Talbott,

Office of Indian Affairs. Veterans' Administration.

Wallace Ashby,

Bureau of Agricultural Chemistry and Engineering.

NATIONAL BUREAU OF STANDARDS

STAFF COMMITTEE ON ADMINISTRATION AND COORDINATION

Hugh L. Dryden, Chairman.

Mechanics and Soimd.

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

Clay and Silicate Products. Chemistry.

HoBART C. Dickinson, Addams S. McAllister,

Heat and Power. Codes and Specifications.

Warren E. Emley, Henry S. Rawdon,

Organic and Fibrous Materials. Metallurgy.

The Forest Products Laboratory of the Forest Service is cooperating with both

committees on investigations of wood constructions.

[For list of BMS publications and directions for purchasing, see cover page iii]
UNITED STATES DEPARTMENT OF COMMERCE • Jesse H. Jones, Secretary

NATIONAL BUREAU OF STANDARDS Lyman J. Briggs, Director

BUILDING MATERIALS

and STRUCTURES

REPORT BMS74

Structural and Heat-Transfer Properties of "U. S. S. Panelbilt"

Prefabricated Sheet-Steel Constructions tor Walls, Partitions, and

Roofs Sponsored by the Tennessee Coal, Iron & Railroad Co.

by

HERBERT L. WHITTEMORE, AMBROSE H. STANG,

VINCENT B. PHELAN, dfld RICHARD S. DILL

ISSUED JUNE 30, 1941

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

FOR SALE

STATES GOVERNMENT PRINTING OFFICE WASHINGTON •

BY THE SUPERINTENDENT OF DOCUMENTS, WASHINGTON, D. C. • PRICE I5

I94I

C E NTS
Foreword

This report is one of a series issued by the National Bureau of Standards on the

structural and heat-transfer properties of constructions intended for low-cost houses and

apartments. These constructions were sponsored by an organization within the building industry advocating and promoting their use. The sponsor built and submitted the

specimens described in this report for participation in the program outlined in BMS2,

Methods of Detei'mining the Structural Properties of Low-Cost House Constructions.

The sponsor, therefore, is responsible for the design of the constructions and for the

description of materials and method of fabrication. The Bureau is responsible for the

testmg of the specimens and the preparation of the report.

This report covers the load-deformation relations and strength of the elements when

subjected to compressive, transverse, concentrated, impact, and racking loads by standardized methods simulating the loads to which the element would be subjected in actual

service. Heat-transfer coefficients determined by tests in a shielded hot-box heat-transfer apparatus also are given in this report.

The National Bureau of Standards does not "approve" a construction, nor does it express an opinion as to its merits for reasons given in reports BMSl and BMS2. The

technical facts presented in this series provide the basic data from which architects and

engineers can determine whether a construction meets desired performance requirements.

Lyman J. Briggs, Director.

[II]
Structural and Heat-Transfer Properties of "U.S. S. Panelbilt"

Prefabricated Sheet-Steel Constructions tor Walls,

Partitions, and Roofs Sponsored by the

Tennessee Coal, Iron & Railroad Co.

by HERBERT L. WHITTEMORE, AMBROSE H. STANG

VINCENT B. PHELAN, and RICHARD S. DILL

CONTENTS

Page Foreword ii

I. Introduction 2

II. Sponsor and product 2

III. Specimens and tests 2 L Structural 2

2. Heat transfer 4

IV. Materials 4 L Steel 1 5

2. Paint 5

3. Insulating board 6

4. Screws 6

5. Bolts 6 V. Wall DG 6

1. Sponsor's statement 6

(a) Four-foot wall specimens- _ 6

(b) Eight-foot wall specimens. 8

(c) Heat-transfer specimen 9

(d) Comments 10

2. Compressive load 11

3. Transverse load 11

4. Concentrated load 12

5. Impact load 12

6. Racking load 14

7. Heat-transfer properties 14

Page VI. Wall DU 16

1. Sponsor's statement 16

(a) Four-foot wall specimens. _ 16

(b) Eight-foot wall specimens. 16

(c) Comments 16

2. Compressive load 16

3. Transverse load 16

4. Concentrated load 18

5. Impact load 18

6. Racking load 20

VII. Partition DI 21

1. Sponsor's statement 21

(a) Description 21

(b) Comments 22

2. Concentrated load 23

3. Impact load 23

VIII. Roof DJ 23

1. Sponsor's statement 23

(a) Description 24

(b) Comments 25

2. Transverse load 25

3. Concentrated load 27 IX. Additional comments by sponsor 27

ABSTRACT

For the program on the determination of the structural and heat-transfer properties of low-cost house constructions, the Tennessee Coal, Iron & Railroad Co. submitted 42 specimens representing its "U.S.S.

Panelbilt" prefabricated sheet-steel constructions. There were two wall constructions, a partition construction, and a roof construction. The wall specimens were subjected to comprehensive

transverse, concentrated, impact, and racking loads;

the partition specimens to concentrated and impact

loads; and the roof specimens to transverse and concentrated loads. Transverse, concentrated, and impact

loads were applied to both faces of the wall specimens.

The loads simulated the loads to which the elements are subjected in actual service. The deformations under load and the sets after the

load was removed were measured for uniform incre- ments of load. The results are presented in graphs and

tables. Heat-transfer properties were determined for one

wall specimen by means of tests in a shielded hot-box

heat-transfer apparatus. The results are given in a

table.

31.TO74°—41 1 [1]
I. INTRODUCTION

To provide technical facts on the performance

of constructions for low-cost houses, to discover

promising new constructions, and ultimately

to determine the properties necessary for ac- ceptable performance in actual service, the

National Bureau of Standards has invited the

cooperation of the building industry in a program of research on building materials and

structures suitable for low-cost houses and

apartments. The objectives of this program

are described in BAISl, Research on Building

Materials and Structures for Use in Low-Cost

Housing.

To determine the strength of house constructions in the laboratory, standardized methods

were developed for applying loads to portions

of a completed house. Included in this study were masonry and wood constructions of types

which have been extensively used in this country

for houses and whose behavior under widely

different service conditions is well known to builders and to the public. The reports oii 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. The masonry

specimens were built by the Masonry Construction Section of this Bureau, and the wood-frame

specimens were built and tested by the Forest

Products Laboratory at Madison, Wis.

The present report describes the structural

properties of wall, partition, and roof constructions and the heat-transfer properties of a wall

construction sponsored by one of the manufacturers in the building industry. Foi' the

structural properties, the wall specimens were

subjected to compressive, transverse, concentrated, impact, and racking loads simulating the

loads to which the walls 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 walls, if any, by furniture

and occupants, and by snow and wind loads on

the roof. Transverse loads on a wall are produced by wind, concentrated and impact loads

by accidental contact with heavy objects, and

racking loads by the action of the wind on the

adjoining walls. For non-load-bearing partitions, impact loads may be applied accidentally

by furniture or persons falling agamst the

partition, and concentrated loads by furniture

or by a ladder or other object leaning against

the partition. Transverse loads are applied to roofs by wind and snow ; concentrated loads by

persons walking on the roof, and by tools and

equipment when the roof is constructed or

repaired.

The deflection and set under each increment

of load were measured, because the suitability

of a construction depends not only on its re- sistance to deformation when loads are applied

but also on its ability to retmn to its original

size and shape when the loads are removed.

One of the wall specimens was subjected to heat-transfer tests, during which the temperature of the air near the outside surface was

maintained at 0° F and that near the inside

surface at 70° F to simidate conditions which

might exist in actual service. However, no

attempt was made to simulate the action of

wind on the outside face.

II. SPONSOR AND PRODUCT

The specimens were submitted by the Tennessee Coal, Iron & Railroad Co., Birmingham,

Ala., and represented prefabricated wall, partition, and roof constructions marketed under

the trade name "U.S.S. Panelbilt." The wall

constructions consisted of a frame and outside

face fabricated of sheet steel and an inside face

of insulating board. The partition construction was a sheet-steel frame with fiber insulating

board on both faces. The roof construction was a sheet-steel frame with a sheet-steel covering; these elements were fastened together by

bolts. The buildings were designed to be

erected on masonry foundations or steel piers.

HI. SPECIMENS AND TESTS

1. Structural

The specimens represented three elements of a house and were assigned the following symbols: wall, standard type, DG; wall, army type,

DH; partition, DI; roof, DJ. The individual

specimens were assigned the designations given

in table L

[2]
I'.\BLE 1.

Specimen designations, walls DG and 1)11, partition DI, and roof I)J

Element Specimen

designation Load Load applied

WallDo

DO

CI, C2, C3

Tl, T2, T3 T' To T6

Compressive

Transverse. do

Upper end. Inside face. Outside face. Inside face. Outside face. Inside face. Outside face. Near upper end. Either face. Do. Upper face. Do.

DoDo lUU, 13 H, lo, 16 Impact " do Do

Do

Do

Partition..

Do

RoofDo

P1,P3,P3

Pi, Po, P6

R1,R2,R3

11,12,13 PI, P2, PS

Tl, T2, T3

PI, P2, PS

Concentrated do - Rackicg., Impact » Concentrated

Transverse >> . .. Concentrated

» The impact and the concentrated loads were applied to the same

specimens, concentrated loads first. b The transverse and the concentrated loads were applied to the same

specimens, transverse loads first. Except as mentioned below, the specimens

were tested in accordance -with B]MS2. That

report also gives the requirements for the speci- mens and describes the presentation of the

results of the tests, particularly the loaddeformation graphs.

Because imder compressive load the shortening of the entire specimen may not be proportional to the values obtained from the compressometers attached to the specimen over

only a portion of its height, the shortenings and

the sets were measm"ed vAxh compressometers

attached to the steel plates through which the

load was applied, not attached to the specimen

as described in BMS2.

The lateral deflections under compressive

loads were measm-ed with a defiectometer of

fixed gage length which consisted of a light

(duralimiin) tubular frame having a leg at one

end and a hinged plate at the other. The

defiectometer in a vertical position was attached

to the specimen by clamping the hinged plate near the upper end to one of the faces. The

gage length (distance between the points of support) was 7 ft 6 in. A dial micrometer was mounted on the frame at midlength, with the

spindle in contact with the wall specimen.

The dial was graduated to 0.001 in., and the

readings were recorded to the nearest division.

There were two deflectometers on the specimen,

one near each outer stud. This method of measurement was used instead of the taut- wire muTor-scale method described in BAIS2.

The indentation under concentrated load and

the set after the load was removed were measured, not the set only, as described in BAIS2.

The apparatus is shown in figure 1.

Figure 1.Apparatus for concentrated load test.

A, loading disk; B, crossbar; C, spring dynamometer; D, stand; E, dial micrometer. The load was applied to the steel disk, A, to which the crossbar, B, was rigidly attached.

The load was meastu-ed by means of the dynamometer, C. Two stands, D, rested on the

face of the specimen, each supporting a dial micrometer, E, the spindle of which was in

contact with the crossbar 8 in. from the center

of the disk. The micrometers were graduated

to 0.001 in., and readings were recorded to the

nearest division. The initial reading (average

of the micrometer readings) was observed

under the initial load, which included the

weight of the disk and the dynamometer. A

load was applied to the disk, and the average

of these micrometer readings minus the initial reading was taken as the depth of the mdentation under load.

The deformations under racking loads were measured with a right-angle deformeter consisting of a steel channel braced to foi'm a rigid

connection. The chaimel of the deformeter

[3]
J'^ICUKE 2.

Apparatus for measuring dcfor/nation nnikr racking laail.

A, dial iiiicrometcjr; B, stop; C, pxtension of dcformeter angle.

was fastened along the top of the specimen by

self-tapping screws, the steel angle extending

downward in the plane of the specimen. A

dial micrometer, A, shown in figure 2, was

attached to the stop, B, which prevented

motion of the specimen horizontally; and the

spindle was held in contact with an extension,

C, of the steel angle of the deformeter. The

gage length (distance from the top of the

specimen to the center of the steel stop) was

7 ft 11% in. The micrometer was graduated

to 0.001 in., and readings were recorded to the nearest division. The deformeter was used

instead of the taut-wire mirror-scale device

described in BMS2.

The speed of the movable head of the testingmachine was adjusted to 0.044 in./min for the compressive load on walls, 0.176 in./min

for the transverse load on walls, and 0.211

in./min for the transverse load on roofs. The structural tests were begun March 11,

1940, and completed April 2, 1940. The

sponsor's representative witnessed the tests.

2. Heat Transfer

The specimen for the determination of the

heat-transfer properties was one of the un- damaged wall specimens DG after the racking

load had been applied. The specimen was

assigned the symbol HTl. For the test HTIE

the edges and ends of the specimen were

sealed. For the test HTIF openings were made in the outside face at the top and bottom

of the specimen to permit circulation of air. The heat-transfer properties were determined

by the shielded hot-box method. The tests were begun May 27, 1940, and completed June

6, 1940.

~

IV. MATERIALS

Information on the materials was obtained

from the sponsor and by inspection of the

14]
specimens. The Paper Section of this Bui-etui determined the physical properties of the

insulating board.

1. Steel

The steel was mild, open-hearth, hot-rolled,

and piclded. There were four thicknesses: Nos. 11 and 14 BWG (Birmingham Wire

Gage), black; No. 24 U. S. Std. Gage, black;

No. 24 U. S. Std. Gage, galvanized; and No.

26 U. S. Std. Gage, black. The mechanical

j properties are given in table 2 and the chemical

composition in table 3. Tennessee Coal, Iron

I & Railroad Co.

Table 2.

Mechanical properties of the steel

Gage No. Direction Yield

point

Tensile strength

Elongation in

2 in.

BWG: Ib/inJ Ib/in.^ Percent n and 14 In direction of rolling 30,000 50, 000 28

11 and 14 Across direction of rolling 35.000 51,000 25 U. S. Std. Gage:

24 In direction of rolling 21.000 43, 000 17 24 Across direction of rolling. 23, 000 45, 000 15

Table 3.

Chemical composition of the steel

Element

Content

Nos. 11 and 14 BWG

No. 24 U. S. Std. Gage

No. 26 U. S. Std. Gage

Mini- mumMaxi- mumMini- mumMaxi- mnmMini- mum

Maxi- mum

Carbon .

Percent

0. 05

.30

Percent

0. 14 .50 .06

.05

Percent Percent

0. 12 .45

.11 .05

Percent

0. 14 .25

Percent

0. 18 .70

.04

.05

Manganese

Phosphorus

0. 30

.08 Sulfur

Galvanizing.—The sheets were hot-dipped in

Prime Western zinc, which complied with

ASTM Standard B6-37, Specification for Slab

Zinc (Spelter), (Lead, maximum, 1.6 percent;

iron, maximum, 0.08 percent). The weight of the zinc coating was 1.25 to 1.50 oz/ft^ The

galvanized surface was treated by a process

known as "flame wiping", wherein the sheets

are passed over gas flames. This provides a better bond for the paint than an untreated

galvanized surface.

Forming.—The sheet steel was cold-formed on

a Yoder Cold Forming Machine. The black

sheet was formed from continuous strip and

sheared to length. The galvanized sheet was

sheared, then formed.

Painting.—The black sheet steel was pre- pared lor painting by cleaning with a solution

of trisodium phosphate, rinsing in hot water,

and drying. The zinc chromate paint was

applied in a Binks "Multi-Spray Booth" and

dried in a blast of hot air. Both cleaning and

painting are steps in a continuous process. The galvanized sheet steel was prepared for painting by cleaning with benzine. The sheets were completely coated with zinc dust-zinc

oxide paint, gray, applied by spraying, and

dried in a Kirk and Blum Continuous "A" Type

Drying Oven. The temperature of the oven was increased gradually to 400° F, which was

maintained for 30 minutes. The oven then

gradually cooled to room temperature.

Welds.—The structural members of the frame

were fastened by electric spot welds, %-in. diam.

They were made with a 50-kva welding machine

equipped with automatic timing, pressure, and

current controls. Federal Machine & Welder

Co., "Pinched-Type Spot Welder."

The sheet-steel face was fastened to the frame

by electric spot welds, Yia-m. diam. The welds were made two at a time, spaced 4 in., with a 50-kva welding machine equipped with auto- matic timing, pressure, and current controls.

Federal Machine & Welder Co., "Pressure

Point 4-in. Center Welder."

All welds were made after the surfaces had

been coated with paint. Welding practice has

been developed to effectively weld through these

paint films. The paint, which flows aside

during the process, helps to prevent corrosion of the completed weld.

2. Paint

Zinc chromate paint for black sheets. —Weight,

minimum, 9 lb/gal. Gray. The formula is given in table 4. Egyptian Lacquer Mfg. Co.

Table 4.Formula for zinc chromate paint

[Pigment 36 percent, vehicle 64 percent, by weight]

Pigment Vehicle

Ingredient Content, by

weight

Ingredient Content, by

weight

Zinc chromate _ _ Iron oxide and steatite Magnesium silicate

Percent

25

53

22

Synthetic resins Coal tar and petroleum hydrocarbons

Percent

50

50

[5]
Zinc dust-zinc oxide paint jor galvanized

sheets.—Weight, 16 lb/gal. Gray. Vehicle,

glyceryl phthalate. The formula is given in table 5. Table 5.

Formula for zinc dust-zinc oxide paint

[Pigment 63 percent, vehicle 37 percent, by weight]

Pigment Vehicle

Con- ConIngredient tent, by Ingredient tent, by

weight weight

Zinc dust _ . Zinc oxide

Percent

80

20 Glyceryl phthalate

Resin, oil, drier.

.

Percent

80

20

This paint complied with the requirements for Type II, Class B, Federal Specification TT-P641, Primer Paint; Zinc Dust-Zinc Oxide (For

Galvanized (Zinc-Coated) Surfaces). Eg^^ptian Lacquer Mfg. Co.

3. Insulating Board

The insulating board was 25/32 in. thick and

made from wood fibers produced by a coldgrinding process, which were then felted into a

board. The fibers were chemically treated to increase the water resistance and to resist rot and termites. The physical properties of the

board are given in table 6. Armstrong Cork

Co.'s "Natural Finish Screened Surface Temlok."

T.\BLE 6.

Physical properties of the insulating board, 2BI32 in. thick

[The samples were taken from the specimens after they had been tested]

Property

Tensile strength: Machine direction lb/in.

_

Cross direction lb/in.!.. Transverse strength:" Machine direction Ib.. Cross direction lb_. Deflection at rupture: Machine direction in__ Cross direction in__ Linear expansion for 45-percent change in relative humidity

:

Machine direction percent-- Cross direction percent-

_

Nail-holding strength: Machine direction lb._ Cross direction lb__ Density Ib/ffs.. Moisture content, based on weight when dry__ percent.. Water absorption, by volume percent.. Thermal conductivity (Btu/hr ft^) (°F/in.2)--

Average

value

98

0.41 .48

.35

. 15

6714.9 5.3

5.9

bO. 33

a Span, 12 in.; width of specimens, 3 in.

*> Value given by the sponsor. The physical properties were deteimined on undamaged samples of the board taken from the

specimens after testing. The tensile strength, transverse strength and deflection, linear ex- pansion, and water absorption were determined

in accordance with Federal Specification LLLrF-32]a, Fiberboard; Insulating. Except for

tensile strength the board complied with these

requirements for class A. The minimum value

for tensile strength in the specifications is 175

Ib/in^

The lateral nail-holding strength was measured by the method described in BAIS4, Accelerated Aging of Building Boards, except

that the nail (common, 6d, 2 in. long. No. 11)^

Stl. W. G., 0.113-in. diam) was ){ in., not % in., from the edge of the board so that the results would be comparable with lateral nail-holding

strength results in other BMS reports.

The moisture content of the insulating board

is given in table 6. The moisture was determined by drying the samples at 212° F until

the weight was constant.

4. Screws

Wood. -MM steel, No. 9 Screw Gage (0.177-

in. diam), in. long, 14 threads per inch, flat head.

5. Bolts

S'tore.—Mild steel,

round head. National

threads per inch.

%-in. diam, % in. long,

Coarse (N. C.) 16

threaded full length, lead

coated. Nuts; mild steel, hexagonal, loose fit.

V. WALL DG

1. Sponsor's Statement

Wall DG was a sheet-steel frame having

galvanized sheet-steel outside face and insulating-board inside face. The price of this construction in Washington

D. C, as of July 1937, was $0.40/ft^

(a) Four-Foot Wall Specimsns

The 4-ft wall specimens, shown in figure 3, were 8 ft 0 in. high, 4 ft 0 in. wide, and 3%6 in. thick. Each specimen consisted of two sheetsteel studs. A; connected by seven sheet-steel transverse members, B; box-rib siding, C;

batten strip, D; insulating board, E; spline, F;

and clip, G.

[6]
Figure 3.

Four-foot wall specimens DG and DH.

A, stud; B, transverse members; C, box-rib siding; D, batten; E, insulat- ing board; F, spline; G, clip.

Studs.—The studs, A, were channels, 2% by

V/U in., 8 ft 0 in. long, black sheet steel, No. 14

BWG (0.083 in. thick), completely coated with

zinc chromate paint. Six holes, diam,

were punched in the web of each stud, spaced

as shown in figure 4. Transverse members.—The transverse members, B, were channels, 2% by 1%^ in., 3 ft 11)2

in. long, black sheet steel. No. 14 BWG (0.083

in. thick), completely coated with zinc chromate

paint. The transverse members were crimped

lor about 2 in. from each end, as shown in figure 5, to fit between the flanges of the studs. In the transverse members there were four

oval holes, % by 1% in., spaced 1 ft 0 in., as shown in figures 3 and 4. The holes in the

bottom transverse member were for anchor

bolts; those in the other members pewmittcd

the circulation of air and the installation of

electric conduits.

Studs and transverse members were as- sembled in a precision jig. The transverse members were spaced 1 ft 4 in. The flanges of the top member were down and of all other

members up. The studs and transverse members were fastened at each intersection by four

irregularly spaced spot welds, Yi-in. diam, on

each flange.

Box-rib siding.—The box-rib siding, C, was

two pieces of galvanized sheet steel, each 8 ft 0 in. long and 2 ft 0 in. wide, completely

Figure 4.

Steel frame, u'alls DG and DH and partition DI.

A, stud; B, transverse members.

315074° ~4] 2 [7]
Figure 5.

Detail of steel frame, walls DG and DH and

partition DI.

A, stud; B, transverse member. coated with zinc dust-zinc oxide paint. In houses of this construction the siding on the

walls is No. 26 U. S. Std. Gage (0.0184 in. thick), and this gage was given in the description of the specimens. However, because there were no sheets of this gage available when the

specimens were fabricated, the siding sheets were No. 24 U. S. Std. Gage (0.0245 in. thick). In each piece, as shown in figure 6, there were two vertical box ribs, spaced 8 in., projecting % in., and tapering from Iji in. to l^e in. at the extreme outside. The edges of each piece were formed into reverse-curve lips which projected ji in. These lips engaged the batten

strips at the joint between two adjacent pieces

of siding.

Each piece of siding was fastened to each

transverse member by six or more spot welds

Ke-in. diam, spaced about 4 in. The siding was fastened to the studs by 20 or more spot

welds, %6-in. diam, spaced along each stud.

Batten strip.—The batten strip, D (fig. 3), was galvanized sheet steel. No. 24 U. S. Std.

Gage (0.0245 in. thick), % by I/2 in., 8 ft 0 in. long, and coated with zinc dust-zinc oxide

paint. The batten strip was snapped over the reverse-curve lips of the box-rib siding at the

vertical joint between two adjacent pieces.

Insulating board.—The insulating board, E,

"^fzi in. thick, was two full-sized sheets, 8 ft 0 in. long, 1 ft 4 in. wide, and two half-sized

sheets, 8 ft 0 in. long, 8 in. wide, applied with

the rough side out. The edges of the sheets were grooved at the vertical joints. There

were three vertical joints, one at midwidth and

one 1 ft 4 in. on each side of midwidth. At

each joint a spline fitted into the grooves and was fastened to each transverse member by a

clip, as shown in figures 3 and 6. At the edges

of the specimen the insulating board was

fastened to the inside flanges of the frame by

wood screws, No. 9 Screw Gage, spaced as shown in figure 4. The holes for the screws,

}8-in. diam, were drilled through the insulating

board and through the flanges. These screws

are not used in actual house construction.

Splines.—The splines, i^, 8 ft 0 in. long, were formed from black sheet steel. No. 24 U. S. Std. Gage (0.0245-in. thick), and completely

covered with zinc chromate paint.

Clips. —The clips, G, were formed from

spring sheet steel. No. 26 U. S. Std. Gage

(0.0184 in. thick), and coated with zinc chromate paint. The clips fastened the insulating

board to the frame. The sides of the V were

pressed together and placed between the turnedin edges of the spline and released. The clip was then driven along the spline until the slots

in the clip engaged the flange of a transverse member. There were 21 clips in each 4-ft. specimen.

(6) Eight-Foot Wall Specimens

The 8-ft wall specimens, shown in figure 7, were 8 ft 0 in. high, 8 ft 0 in. wide, and 3 fie in.

[8]
Figure 6.

Details of faces and fastenings, walls DG and DH.

A, stud; B, transverse member; C, box-rib siding; D, batten; E, insulating board; F, spline; G, clip.

thick. The spocimens were similar to the 4-ft wall specimens. Each specimen consisted of

two steel frames, 4 ft 0 in. wide, fastened

together by six bolts, %-in. diam, and covered

with box-rib siding and insulating board.

Box-rib siding.—The siding, C, No. 24 U. S. Std. Gage (0.0245 in. thick), cold-formed, was

four pieces of galvanized sheet steel each 8 ft 0 in. long and 2 ft 0 in. wide. The sheets were

coated with zinc dust-zinc oxide paint. The

pieces were fastened to the steel frame by spot

welds, ^16-in. diam, spaced the same as in the

4-ft specimens. Battens were snapped over

the reverse-curve lips on the edges of the siding

to cover the vertical joints.

Insulating board —The inside face, E, was

five full-sized sheets of insulating board, 8 ft 0 in. long, 1 ft 4 in. wide, and two half-sized

sheets, 8 ft 0 in. long, 8 in. wide, applied with

the rough side out. The sheets were attached

to the frame by splines and clips in the same way as in the 4-ft specimens.

(c) Heat- Transfer Specimen

Heat-transfer specimen HTl, 8 ft 0 in. high,

4 ft 0 in. wide, and in. thick, was a portion

[9]
Figure 7.

Eight-foot wall Specimens DG and DH.

A, stud; B, transverse members; C, box-rib siding; D. batten; E. insulating board; F, spline, G, clip

of the 8-ft wall

ing load had

specimen D6 to which the rackbeen applied. It was like the

4-ft structural specimens DG.

Wall panels

dwellings and

made as light

reciuirements.

(d) Comments

DG are used mostly for small

similar buildings. They are

as is consistent with strength

They are manufactured in 2-ft

and 4-ft widths and in heights of 8, 9, 10, and

1 1 ft. The panels, being comparatively light in weight, do not require special tools or equipment for handling and erecting. They are designed to rest on conventional masonry-wall foundations, reinforced concrete slabs, or piers

either masonry or steel. The panels are anchored by bolts extending through the holes

in the web of the bottom horizontal members

and are fastened at the corners by connecting

[10]
angles, 3}8 by Z}i in. by 2 in. long-, fonned from

No. 14 BWG sheet steel. The corner trim is fastened by sheet-metal screws. Openings for doors and windows are made in the panels when manufactured at the plant.

The openmgs are cased with sheet-steel chamiels

like the channels in the frame and are fastened

by welds to the flashings at sills and lintels and

to the sheet-steel interior trim. Windows are usually of the steel-casement type welded in place, although other types of windows may be

used. Doors are usually of wood, with sheetsteel casings and trim.

Gable ends are made of two triangular panels

similar to the wall panels and are fastened to

the wall panels by bolts, the hoi-izontal joint

beiiig covered with galvanized sheet-steel flashing. Triangular screened louvre openings are provided under the ridge for ventilation.

Two coats of field paint are applied to the

outside of the buildhig. While the second coat

of paint is still tacky, clean white sand is l)lowii

against the surface. If desired, the insulatuig

board may be papered or painted.

2. Compressive Load

Wall specimen DG-CS under com])ressive load

is shown in figure 8. The test results for wall

specimens DG-Gl , C2, and CS are shown in

table 7 and figures 9 and 10. Table 7.

Structural -properties of wall DG

[Weight, based on face area: 3.99 Ib/ftz]

Compressive load « Transverse load; span, 7 ft 6 in. Concentrated load,- disk, diam 1 in. Impact load; span, 7 ft 6 in.; sandbag, fiO lb Racking load

Specimen Maximum

load Specimen Maximum

load Specimen Maximumload Specimen

Maximum

height of drop Specimen Maximum

load

CI

>> Kipslfl

5. 00

.1.36

4. 77

ri

Ih/fr-121

121 119

PI

lb 10097 108

/; ft

<= 10.0

< 10.0

c 9.0

Rl....

!> Kip/ft

0.493

.500

. 515 C2 12 m

CS TS IS R3.. Average 5. 04 Average 120 Average 102 Average •9.7 Average 0.503 n 123

130 122

Pi " 1, 000

" 1,000

« 1, 000

li > 10.0

" 10.

0

9.5 T5 IS TR. P6 m

Average 12.5 Average- <= 1, 000 Average " 9.8

"Load applied 0.79 in. f H the thickness of the frame) from the inside surface of the studs. bA kip is 1,000 lb. "Test discontinued. Specimen damaged.

The compressive loads were applied 0.79 in.

{Yz the thiclmess of the frame) from the inside

face of the studs.

The shortenings and sets shown in figure 9

for a height of 8 ft were obtained from the compressometer readings. The compressometers

were attached to the plates through which the

load was applied; the gage length was 8 ft. At a load of 4, 3, and 3.5 kips/ft for specimens

CI, C2, and C3, respectively, slight buckling

appeared at midheight in the box-rib siding near

the studs. At a load of 4.5 kips/ft on C2 the

siding buckled over the entire width of the

specimen at midheight. Under the maximum

load on each specimen one or both of the edge

channels buckled.

3. Transverse Load

The results of the transverse-load test are shown in table 7 and in figure 1 1 for wall specimens DG-Tl, T2, and T3, loaded on the inside

face, and in figure 12 for specimens DG-T4,

TS, and T6, loaded on the outside face. The

transverse loads were applied to the inside face

(insulating board) of specimen DG-Tl, T2, and

T3. Under the maximum load one stud in

specimen Tl buckled under a loading roller ; in specimen T2 one stud buckled at midspan and

the other under a loading roller; in specimen

T3 both studs buckled under both loading

rollers. The transverse loads were applied to the

outside face (box-rib siding) of specimens

T/f-, T5, and T6. In specimen T^ under a load

of 120 Vojii? there were sounds indicating the

failure of spot welds. At 121.3 Ib/ft^ the box

ribs began to buckle between the loading rollers. Under the maximum load one stud buckled

between the loading rollers. At the maximum

load on specimen T6 there was no visible

[11]
Figure 8. —Wall specimen DG-C3 tinder compressive load.

A, coinpressometers; B, deflectometer.

tearing or local buclvling of the slieet steel. As

the deflection was increased the load decreased

and one stud buckled between the loading

rollers. Under the maximum load on T6 the

box ribs buckled under a loading roller. As the

deflection was increased one stud buckled under

a loading roller.

4. Concentrated Load

The results of the concentrated-loacl test are showii in table 7 and in figure 13 for wall speci- mens DG-Pl, P2, and PS, loaded on the inside

face, and in figure 14 for wall specimens DGP4, P5, and P6, loaded on the outside face. The concentrated load was applied to speci- mens DG-Pl, P2, and PS halfway between two

transverse members and at midwidth of a full- width sheet of insulating board. Each of the

specimens DG-Pl, P2, and P3 failed by the

disk's punching through the msulatmg board.

The concentrated load was applied to speci- mens DG PJ)-, P5, and P6 between two trans- verse members and at midwidth of a sheet of box-rib siding. Tlie set after a load of 1,000 lb had been applied was 0.587 in. for specimen

PJ+, 0.639 in. for P5, and 0.576 in. for P6. In

each specimen there was a slight buckling of

the box ribs.

5. Impact Load

The results of the impact-load test are given

in table 7 and in figure 15 for specimens DG-Il,

[12]
s

4

3

0

1 — •

/

o or o

•

• t

i

• •

/

• oc/t

/

• •/

/

• • X/• p

V DO 0 0.05 O./O 0./5

shorfening in./3 ft

Figure 9.Cornpressive load on wall DG.

Load-shortening (open circles) and load-set (solid circles) results for specimens DG-Cl, and CS. The load was applied 0.79 in. (one- third the thickness of the frame) from the inside surface of the studs. The loads are in kips per foot of actual width of specimen.

/FO

/OO

SO

60'

40<

20\

0

/

1

1 0-—o

1•

/

1

1 /

i / • p

1 /

i /

V

PC-/ 0 0.5 1.0 deflection in. Figure 11.

Transverse load on wall DG, load applied

to inside face.

Load-deflection (open circles) and load-set (solid circles) results for specimens DG-T/', T^, and T.Son the span 7 ft fi in. The load (pounds

per square foot) is the total load divided by the product of the span and the width of the specimen. 5

lateral deflection In. Figure 10.

Compressive load on wall DG.

Load-lateral deflection (open circles) and load-lateral set (solid circles) results for specimens DG-Cl, C2, and CS. The load was applied 0.79

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

studs. The loads are in kips per foot of actual width of specimen. The deflections and sets are for a gage length of 7 ft 6 in., the gage length

of the deflectometers.

deflection in. Figure 12.

Transverse load on wall DG, load applied

to outside face.

Load-deflection (open circles) and load-set (solid circles) results for specimens DG-Tj, T.5. and T6on the span 7 ft fi in. The load (pounds

per square foot) is the total load divided by the product of the span and the width of the specimen.

[13]
100

30

60

^ 40

20

0

•/

/

• • o , o

/

• ••

/

0 /c o

/ ]/

-O-tW)

oo

1 1 m 03) \]

OG-I 0 01 02 0.3

indentation in. Figure 13.

Concentrated load on wall DG, load applied

to inside face.

Loud-indentation (open circles) and load-set (solid circles) results lor specimens D0~P1 , P2. and P3.

12, and 13, loaded on the inside face, and in figure 16 for specimens DG-I4, 15, and 16,

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

face (insulating board) of specimens II, 12, and

IS. the sandbag strikmg the center of the specimen directly over a transverse member. The

effects are given m table 8. Table 8.

Effects of impact load on wall specimens

DG—Il, 12, and IS, loaded on the inside face

Description of effects

Specimen nSpecimen

12 SpecimenIS

Height

of

drop I

Deflection 1

Height

of

1

drop Deflection

Height

of

drop

Deflection

ft in. ft in. in. Studs buckled- _ . 5. 5 2.24 5.5 2. 10 9.0 5. 10 Face loaded: Insulating board broke where sandbag struck.

.

6.0 2.71 4. 5 1.52 2.0 0.83 Face not loaded: Rupture of welds fastening siding to studs. 5.6 2.24 5.5 2. 10 6.0 1.81 Siding buckled ....... . 6.0 2.71 7.0 9.0 5. 10 Box ribs buckled.

.

8.0

After the 10-ft drop the set in specimen II was 7.97 m.; in 12, 7.22 m. Specimen 13 did

not reach a height of drop of 10 ft. The impact loads were applied to the outside

face (box-rib sidmg) of specimens Ilf, 15, and

16, the sandbag striking the batten strip at the

center of the specimen directly over a trans- verse member. The effects are given in table 9. Table 9.

Effects of impact load on wall specimens

DG—I4, 15, and 16, loaded on the outside face

Description of effects

Specimen

U

Specimen

IB Specimen

16

Height

of

drop Deflection

Height

of

drop Deflection

Height

of

drop

c

_oo

(a Q

ft in. ft in. ft in. Studs buckled 8.0 4. 70 7.5 4.31 7.5 4.66 Face loaded: Box ribs buckled . ... 4.5 1.57 4.0 1.45 4.0 1. 50 Sheet steel buckled ... . _ 5. 5 2. 00 5.5 2.21 5.5 2.24 Face not loaded: Insulating board cracked 7. 5 3. 78 7.5 4.31 7.0 3.75

After the 10-ft drop the set in specimen was 11.4 in.; in 15, 14.0 in. Specimen 16 did

not reach a height of drop of 10 ft.

6. Racking Load

The results of the racking-load tests for

specimens DG-Rl , R2, and R3 are given in

table 7 and figure 17. The racking loads were applied to the top

transverse member, and the stop was in contact with the bottom transverse member at the

diagonally opposite corner of the specimen.

Under a load of 0.428 kip/ft a spot weld fastening a stud to a transverse member failed in specimen Rl at the loaded edge. Under the

maximum load on each specimen the spot

welds between the transverse members and the

box-rib siding failed. Also the sheet steel buckled near the bottom of specimen Rl and

near the top of specimens R2 and R3.

7. Heat-Tr.vnsfer Propekties

The heat-transfer specimen HTl was a

portion of structural specimen DG—R after the

racking load had been applied.

Specimen HTIE had the top, bottom, and

both edges sealed to completely enclose the

air within the specimen.

Specimen HTIF was specimen HTIE after vents had been made in the outside face to simulate wall ventilation with cold outside air and thereby prevent condensation of moisture

in the interior of the wall. There was a total of ten 1- by l}^-in. vents; two in each box rib, one (Ml
1000

600

I 600

^ 400

(0

^oo

/

• • /

o /o

/

••• /0 a<

oyco

>

/

/'

ayo

i

1 /

• <p t/

OG-4 0 0.4 0.8

indentation in. Figure 14.

Concentrated load on wall DG, load applied

to outside face.

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

12 3

defleciion in. Figure 15.

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

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

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

7

6

^ S

J

O—y^X)—

•H /

•

1

/•

(•

r

• <> 0/23 / DC->

deflection in. Figure 16.

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

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

circles) results for specimens DG~U, 15, and 16 on the span 7 ft 6 in.

03

0.4

K

^ 0.3

"^0.2

%

0/

• •

/ / • • o /

/ / m-mo-f—

o

o o

o

1 / • •o/ o

1 / < HD-f—O 1/

Of o 1

<

<1 g 01 0.2 0.3

deformation in/Sft

Figure 17.Racking load on wall DG.

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

[15]
5 in. from the top of the specimen, and one 7 in. from the bottom.

Both specimens were tested in the shielded

hot-box apparatus, and the results are given in table 10. Comparison of the results for speci- mens HTIE and HTIF indicates that the vents

did not permit sufficient ventilation to materially affect the heat-transfer properties. The

test did not yield information on the effective- ness of the vents in preventing condensation

within the wall.

Table 10.- -Heat-transfer coefficients for wall specimens

HTIE and HTIF'

Item

Observed thermal transmittance, U-. Corrected thermal transmittance, C7. Thermal conductance, C Warm surface film conductance,^.-. Cold surface film conductance, fo

Temperature averages: Warm side: Air

Stu'face over stud space

Surface over stud

Surface, weighted average Cold side: Air

Surface over stud space. Surface over stud

Surface, v^eighted average Temperature differences: Air to air Surface to surface. _ . Surface to air, warm

Surface to air, cold

Mean of air temperatures, °F Mean wall temperature, "F

Stud area, percent of test area

HTIE HTIF

0.24 0.24

.26 .26 .32 .32 2.28 2. 19 1.47 1.77

Wall specimen

op

69.8 70.1

62. 7 62.4

61.9 61.7

62.6 62.3 +0.4 +0.5

11.4 10.0

12.3 11.2

11.5 10.0

69.4 69.6

51.

1

52.3

7.2 7.8

11.1 9.6

35.

1

35.3

37.1 36.2

5.8 5.8

Note.—The definitions of u, V, and C, representing the various coefficients of heat transmission, are as follows: « = number of Btu per hour transmitted through each square foot of specimen for each degree F difference in temperature between the air on

the two sides, observed under test conditions. U=u corrected for a 15-mile-per-hour wind outside and zero wind

inside by means of the factors fi = 1.65 and /o=6.0fl, taken from the ASHVE "Guide." C= number of Btu per hour transmitted through each square foot of specimen for each degree F difference in temperature between the surfaces

of the two sides, observed under test conditions.

VI. WALL DH

1. Sponsor's Statement

Wall DH was a sheet-steel frame with painted

galvanized box-rib siding on the outside face

and insulating board on the inside face. It was

similar to wall D6 except that the steel for the

studs was thicker to provide gi-eater strength.

The price of this construction in Washington,

D. C, as of July 1937, was $0.48/ft^

(a) Four-Foot Wall Specimens

The 4-ft wall specimens, shown in figure 3, were 8 ft 0 in. high, 4 ft 0 in. wide, and 3%6 in. thick. Each consisted of two sheet-steel studs,

A, connected by seven sheet-steel transverse members, B; box-rib siding, C; batten strip,

D; insulating board, E; spline, F, and clip, G. Wall DH was like wall DG except that the

studs were No. 11 BWG (0.120 m. thick),

instead of No. 14 BWG (0.083 in. thick). In

all other respects the walls were similar.

(b) Eight-Foot Wall Specimens

The 8-ft wall specimens, shown in figure 7, were 8 ft 0 in. high, 8 ft 0 in. wide, and 3%6 in. thick. Each specimen was two 4-ft panels fas- tened together by six bolts, %-in. diam. The

joint in the box-rib siding was covered by a batten strip. The inside face was five full-sized and two half-sized pieces of insulating board.

(c) Comments

Wall DH was designed for army barracks

and industrial buildings, where greater strength

is required than for two-story dwellings. The

manufacture and erection are the same as for wall DG.

2. Compressive Load

The results of the compressive-load test for wall specimens DH-Cl, C2, and C3 are given

in table 11 and figures 18 and 19. The shortenings and sets were obtained from

the compressometer readings (gage length 8 ft.). Under a load of 4.45 kips/ft two of the splines

in the insulating board of specimen DH-C2

buckled near the bottom. After the maximum

load on each of the three specimens the studs

contuaued to deflect laterally. A spline buckled

in specimen Cl.

3. Transverse Load

The results imder transverse load are given

in table 11 and in figure. 20 for specimens

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

and m figure 21 for DH^T4, T6, and T6,

loaded on the outside face.

[16]
Table 1 1

.

Structural properties of wall DH

[Weight, based on face area: 4.47 Ib/ft^]

Compressive load « Transverse load; span, 7 ft 6 in. Concentrated load; disli, diam 1 in. Impact load; span, 7 ft 6 in.; sandbag, 60 lb Racking load

Specimen Maximum

load Specimen Maximum

load Specimen Maximum

load Specimen

Maximum

heipht

of drop

Specimen Maximum

load

CI.

b Kips/ft

h. ,-)0

4. 99

4. .'ifi

Tl

lb/ft '134

128

135

PI

lb 96

102

108

11 ft

« 10.0

' 10.0

" 10.0

b Kip/fl

0. 636

..500

..')86 CH ---- T2 P2

CS T3 PS IS Rl.

Average 5. 02 Average 132 Average 102 Average " 10.0 Average 0. 574 T4 125

121 127

P4.^ -- <l 1, 000

i 1, 000

<! 1, 000 u 0 10.0

»10. 0 10.0 T5 P5 TS T6 P6 16 Average 124 Average <l 1, 000 Average « 10.0

» Load applied 0.79 in. (34 the thickness of the frame) from the inside surface of the studs.

K A kip is 1,000 lb.

» Test discontinued. Specimen damaged.

<i Test discontinued. Specimen undamaged.

Figure 18.

Compressive load on wall DH. Figure 19.

Compressive load on wall DH.

Load-shortening (open circles) and load-set (solid circles) results for Load-lateral deflection (open circles) and load-lateral set (solid circles) specimens DH-Cl, C2. and CS. The load was applied 0.79 in. (one- results for specimens DH-CI, C2, and CS. The load was applied

third the thickness of the frame) from the inside surface of the studs. 0.79 in. (one-third the thickness of the frame) from the inside face of The loads are in kips per foot of actual width of specimen. the studs. The loads are in kips per foot of actual width of specimen. The transverse loads were applied to the in- The transverse loads were applied to the

side face (insulating board) of specimens /)ii/-Ti, outside face (box-rib siding) of specimens

T2, and T3. Under a load of 126 Ib/ft^ on DH-T4, T5, and T6. The welds fastening the

specimen Tl several spot welds on one stud siding near one end of a stud failed in specimen

failed at midspan. The spot welds near the T4 under a load of 119 Ib/ft^; in T6 and T6,

end of one stud failed under a load of 128 at 100 lb/ft-. The box ribs adjacent to a stud

Ib/ft^ in specimens T2 and T3. Under the began to buclde under a load of 123 lb/ft- in maximum load on each specimen the flanges of T4, 121 lb/ft' in T6, and 119 lb/ft- in T6. Unthe studs buckled under the loading rollers and der the maximum load on each specimen all more spot welds failed. box ribs had budded.

[17]
4. Concentrated Load 5. Impact Load

Wall specimen DH-P6 under concentrated

load is shown in figure 22. The results of the

tests are given in table 1 1 and in figure 23 for specimens DH-Pl, P2, and PS, loaded on the

inside face, and in figure 24 for specimens

DH-P4, P5, and P6, loaded on the outside

face.

/20

/OO

^ 60

V

(0 I

-o— —O—

1

• • /

/

/

1

\\• 1

11,

•1/—a>- u

DM-/

FlGTJRE 20.

0 0.4 08 /.2 def/ecf/on /n.

-Transverse load on wall DH, load applied

to inside face.

Load-deflection (open circles) and load-set (solid circles) results for speci- mens DH-Tl, T2, and TS, on the span 7 ft 6 in. The load (pounds per square foot) is the total load divided by the product of the span and

the width of the specimen.

The concentrated load was applied to the

inside face (insulating board) of specimens

DH~P1, P2, and PS at midwidth of a sheet of

insulating board halfway between two trans- verse channels. Under the maximum load on

each specimen the dislv punched through the

insulating board.

The concentrated load was applied to the

outside face (sheet steel) near one end of speci- mens DH-P/i-, P5, and P6 at midwidth of a sheet of siding and between two transverse members. After a load of 1,000 lb had been

applied, the set in specimen PJf. was 0.344 in.; in P5, 0.384 in.; and in P6, 0.538 in. No other

effects were observed.

Wall specimen DH-I2 during the impart

load is shown in figure 25. The results are given in table 11 and in figure 26 for specimens

DH-Il, 12, and IS, loaded on the inside face,

and in figure 27 for specimens DH-I^, 15, and

16, loaded on the outside face.

OS /.O /S

def/ecf/on /n. Figure 21.—Transverse load on wall DH, load applied

to outside face.

Load-deflection (open circles) and load-set (solid circles) results for speci mens DH-T'„ T5. and T6 on the span 7 ft 6 in. The load (pounds per square foot) is the total load divided by the product of the span and the width of the specimen. On specimens II, 12, and IS the sandbag

struck the insulating board at the center of the

inside face directly over a transverse member.

The effects are given in table 12. After the

10-ft drop, the set in specimen II was 6.22 in.;

in 12, 6.37 in.; and in IS, 6.11 in. Table 12. —Effects of impact load on wall specimens

DH-Il, 12, and IS, loaded on the inside face

Description of effects

Specimen

1} Specimen

12 Specimen

IS

Height of

drop j

Deflec- tion Height of

drop

Deflec- tion Height of

drop

Deflec- tion

ft m. ft in. ft in. Studs buckled 8.0 9.5 9.0 Face loaded: Insulating board

broke where sandbag struck.. 2.0 0. 74 3. .5 0.96 3.0 1.03 Face not loaded: Rupture of welds between siding and

studs -.- 5. 5 1.92 7.5 3. 60 7.5 3.64 Siding buckled 7.0 3. 16 8.0 7.5 3.64 Box ribs buckled. 8.0 10.0

18
Figure 22.—Wall specimen DH-P6 under concentraled load.
OH-12 i

Figure 25.—Wall specimen DH-I2 during the impact load

A, deflectometer; B, set gage.

The impact loads were applied to the outside

face (sheet steel) of specimens I4, 15, and 16;

the sandbag struck directly over the transverse member at midh eight. The effects are given

in table 13. Table 1.3.

Effects of impact load on wall specimens

DH-I4, 15, and 16, loaded on the outside face

Description of effects

Specimen//, Specimen 75 Specimen 76

Height

of

drop Deflection

Height

of

drop

Deflection

0^ 0, s ° w

a0«

Q

ft in. ft in. /; in. Studs buclcled.. . 10.0 10.

0

Face loaded: Box ribs buckled- . ... 6. 5 2. 05 6.5 1. 90 6. 5 2. 30 Sheet steel buckled 7.0 2. 41 7.0 2. 70 Rupture of welds between

siding and studs . 7.5 2. 60 3.0 1. 12 Face not loaded: Insulating board cracked . 9.0 9.5 8.5

After the 10-ft drop the set in specimen I4 was 4.75 in.; in 16, 3.87 in.; and in 16, 5.86 in.

6. Racking Load

The results under racking load for specimens

DH-Rl, R2, and R3 are shown in table 11 and

in figure 28. The racking loads were applied to the top transverse member, and the stop was in contact with the bottom transverse member at the

diagonally opposite corner of the specimen.

One or more spot welds fastening the sheet steel to the frame failed in specimen Rl at a load of 0.525 kip/ft and in R3 at 0.250 kip/ft. Two

spot welds near the load failed in specimen Rl

at 0.591 kip/ft and in R2 at 0.495 kip/ft. Under

the maximum load on each specimen most of the spots welds failed.

[20 1
—

/

/

/

F

m 1\(p—

\/ DH-/ O / 2 J

cfef/ecf/on /n. Figure 26.

Im-pact load on wall DH, load applied, to inside face.

ileight of drop-deflection (open circles) and lieight of drop-set (solid

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

I

2

0

» • o

^^^^

/

• • -o-f^-o—

1

°r 0

1

J

' J

DH-4 0 10 2.0 3.0 c/ef/ecf/on /'n. Figure 27. -Impact load on wall DH, load applied to outside face.

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

circles) results for specimens DII-H, 15, and 16 on the span 7 ft 6 in.

VIJ. PAK1\rJM(JN 1)1

1. Sponsor's Statement

Nonload-bciiring partition DI was a stool frame similar to wall DG except that both faces were insulating board.

The price of tbis construction in Wasbington,

D. C, as of July 1937, was $0.34/ft^

0.6

0.5

0.4

I

0.3

^ 02

0./'

0

m

1 •-o

00^—0-0

0—

/

• •/•00 / 0

3

/

• • •

/

:ci / 0

• rx; J J

j7

r

^

0 u

Y

0 .05 ./O ./5 .20

deforma/'/on /n./3ff

Figure 28.

Racking load on wall DH.

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

(a) Description

The partition specimens, shown in figure 29, were 8 ft 0 in. high, 4 ft 0 in. wide, and 3

in. thick. Each consisted of two sheet-steel

studs, A, connected by seven transverse members, B; insulating board, C; sheet-steel splines,

D; and clips, E.

Studs. —The studs, A, were channels, 2%

by 1%6 in., 8 ft 0 in. long, cold-formed from

sheet steel, No. 14 BWG (0.083 in. thick), and

coated with zinc chromate paint. There were

six holes, diam, in the web of each stud,

spaced as shown in figure 4. Transverse members.—The transverse members, B, were channels, 2% by 1%6 in., 3 ft

[21]
11% in. long, cold-formed, from sheet steel,

No. 14 BWG (0.083 in. thick), and coated with

zinc chromate paint. The transverse members

were crimped for about 2 in. from each end,

as shown in figure 5, to fit between the flanges

of the studs.

Figure 29.—Partition DI

.

A, stud; B, transverse members; C, insulatine board; D, spline; E. clip.

In the transverse members there were two

oval holes, % by 1)2 in., spaced 2 ft 8 in. on

centers, 8 in. from the sides of the panels, as shown in figure 29. The holes in the bottom

transverse member were for fastening the

partition to the floor; the others permitted the

circulation of air and the installation of electric conduits.

Studs and transverse members were assembled in a precision jig for welding. The

transverse members were spaced 1 ft 4 in. All flanges were up except those of the top

member, which were down. The crimped

ends of the transverse members fitted between

the flanges of the studs and were fastened at each intersection by four irregularly spaced

spot welds, Yi-m. diam, on each flange. Faces.—Each face was four sheets of insulating board, C, in. thick, applied with the

rough side out. Two were full-sized sheets,

8 ft 0 in. long, 1 ft 4 in. wide, and two were

half-sized sheets, 8 ft 0 in. long, 8 in. wide.

- There were three vertical joints iii the insulating

board, one at midwidth and one 1 ft 4 in. on

each side of midwidth. At the joints steel splines fitted into grooves in the insulating

board. The splines were fastened to the trans- verse members by clips. At the edges of the

specimen the msulating board was fastened to the inside flanges of the frame by wood screws, No. 9 Screw Gage, spaced as shown in figure 4. The holes for the screws, }8-in. diam, were drilled through the insulating board and through the

flanges. These screws are not used in actual

house construction.

Splines.—The splines, Z>, 8 ft 0 in. long, were formed from black sheet steel, No. 24

U. S. Std. Gage (0.0245 m. thick), and coated

with zinc chi'omate paint. They were like those for the wall specimens shown in figure 6. There were six splines to each specimen.

Clips. —The clips, E, were formed from

spring sheet steel, No. 26 U. S. Std. Gage

(0.0184 in. thick), and coated with zinc chromate paint. The clips fastened the insulating

board to the transverse members. The sides

of the V were pressed together and placed between the turned-in edges of the spline and

released. The clip was then driven along the

spline until the slots in the clip engaged the

flange of the transverse member. There were

42 clips in each specimen.

(b) Comments

Partition panels are available in various

widths, depending on the requirements of the

interior-partition layout. They consist of solid

and door panels. The door openings are framed

in steel, to which steel trim is attached after the insulating board is in place.

[22]
2. Concentrated Load

Partition specimen DI-P3 under concentrated load is shown in figure 1. The results

for specimens DI-Pl, P2, and PS arc shown

in table 14 and in figure 30. Table 14.

Structural properties of partition DI

[Weight, based on face area; 4.01 \b|^t^

Concentrated load; disk, diam

1 in. Impact load; span, 7 ft 6 in.; sandbag, 60 lb

Specimen Maximum

load Specimen

Maximum

height of drop

PI

lb 107

11097

/;

fi ag.o

"8.5 "8.0 PS 12... PS IS

Average.- _ 105 Average >8. 5

' Test discontinued. Specimen damaged.

/oo

<^0

60

40

20^

0

—

33

o—

1

/

7^ < >

/

/

-o —•»

/ 7/

Tj

1

0 0.2 04

indentation in. Figure 30.

Concentrated load on partition DI

Load-indentation (open circles) and load-set (solid circles) results for specimens DI-Pl , PS, and PS. The concentrated load was applied at midwidth of a full-width sheet of insulating board

halfway between two transverse members.

Each of the specimens Pi, P2, and PS failed

by the disk's punching through the insulating

board.

3. Impact Load

The results of the impact-load test are shown

in table 14 and figure 31 for specimens DI-Il,

12, and IS.

The loads were applied to the insulating

board, the sandbag striking the center of the

specimen directly over a transverse member.

The effects are given in table 15.

0 I 2 3

deflection in. Figure 31.

Impact load on partition DI.

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

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

Table 15.—Effects of impact load on partition DI

Description of effects

Specimen

11 Specimen

IS Specimen

IS

Height

of

drop Deflection

Height

of

drop Deflection

Height

of

drop Deflection

Face loaded: Failure of insulat- ing board where sandbag ft in. ft in. ft in. struck. .. . 5.5 3.24 3.0 1.49 3.5 1.68 Both studs buckled at midheight - - -- 5.5 3.24 6.0 3. 67 6.0 3. 99 Face not loaded: Failure due to breaking of insulating board where sandbag struck . 6.0 4.00 6.5 6.0 3. 99 Set 9 in. or more; test discon- tinued.- 9.0 8.5 8.0

VIII. ROOF DJ

1. Sponsor's Statement

Roof DJ was a sheet-steel frame with an upper surface of sheet steel, galvanized and

painted.

The price of this construction in Washington,

D. C, as of July 1937, was $0.39/ft

[23]
Figure 32.—Roof DJ.

A, rafter; B, transverse members; C, box-rib roofing; D, batten.

(a) Description

The roof specimens, shown m figure 32, were

14 ft 6 m. long, 4 ft 0 in. wide, and 2% in. thick.

Each consisted of two sheet-steel rafters. A,

connected by seven transverse sheet-steel members, B; upper face, C; and batten strip, D.

Rafters.—The rafters, A, were channels, 2%

by 1%6 in., 14 ft 6 in. long, formed from black

sheet steel, No. 14 BWG (0.083 in. thick), and

coated with zinc chromate paint. There were

five holes, '%2-in. diam, along the center line of the web of the rafter, spaced 3 ft 3^6 in. In a house the panels are held together through

these holes by bolts, %-in. diam.

Transverse members.—The transverse members, B, were channels 2% by l^ie in., formed

from black sheet steel, No. 14 BWG (0.083 in. thick), and completely covered with zinc chromate paint. The ends of the transverse members

were crimped for 2 in., as shown in figure 5. The rafters and transverse members were

assembled in a precision jig for welding. The

transvexse members were spaced 2 ft 5 in., and

the crimped ends fitted between the fianges of

the rafters. At the joints there were four

irregularly spaced spot welds, /^-in. diam., in

each flange.

Roofing.—The roofing, C, was two pieces of

sheet steel, each 14 ft 0 in. long, 2 ft 0 in. wide,

galvanized and completely covered with one

coat of zinc dust-zinc oxide paint. The sheets on the roof specimens were No. 24 U. S. Std.

Gage (0.0245 in. thick), but the sheets used in actual construction are No. 26 U. S. Std. Gage

(0.0184 in. thick).

Longitudinally of each sheet and 8 in. from

the edges were two box ribs, projecting % in..

[24]
as shown in figure 6. Reverse-curve lips projected Yi in. along the edges of the sheet. Batten strips snap over these lips and cover the

joint.

The roofing was fq.st'ened to each transverse member by six pr more spot welds, ^{e-ii^.

diam., spaced about. 4 in. Similar welds, 36 or more, fastened the roofing along each rafter. Batten strips. —The batten strip, D, sheet

steel, No. 24 U. S. Std. Gage (0.0245 in.), % by

1% in. by 14 ft 6 in. long, covered the joint

between two pieces of roofing. The batten was

completely coated with zinc dust-zinc oxide

paint.

(b) Oflinments

Roof panels DJ are vised mostly for roofs with

a pitch of 1 in 4, but are designed to carry the

loads on a roof with a pitch of 1 in 24. They are manufactured in 2-ft and 4-ft widths and in lengths up to 30 ft. For a gable roof the roof

panels by %-iii. bolts, 1 in. long, four bolts in each angle. The roof panels are bolted to the

outstanding legs with %-\n. bolts, IK in. long,

extending through the webs of the end channels

in the roof panels, two bolts to each angle. The

ends of the roof and ceiling panels are coverc^d

with galvanized sheet-steel flashing with or without a galvanized sheet-steel gutt(u-. The

flashing extends under the projection and is fastened to the wall panels with sheet-metal

screws. At the lidge, the roof panels are held in place by inverted U-shaped separators, 5 in. long, formed from No. 11 BWG (0.120 hi. thick) sheet steel. The separators are placed

at the jomts between panels and bolted to the

webs of the end channels in the roof panels

with %-in. bolts, 1 in. long, four bolts to each

separator. The sides of the separators axe bent so that they are parallel to the webs of the channels and also extend below the roof

Figure 33.

Roof truss.

panels form the top chord of a truss and the

ceiling panels are rhe bottom chord, as shown

in figure 33. The roof panels are supported by

struts at points midway between the eaves and

the ridge. Therefore, when part of a truss, the

roof panels can carry four times the uniformly

distributed load that can be carried when

supported at the ends only. Each strut is a

channel, 4 in. deep, having l^e in. flanges.

They are formed from sheet steel. No. 14 BWG

(0.083 in. thick). The struts are fastened at the

panel points by two %-in. bolts. At the eaves, the roof panels rest on the ceil- ing panels and are held in place by connecting

angles, 5 by 2 in. by 5 in. long, formed from No.

11 BWG (0.120 in. thick) sheet steel. The connecting angles are placed at the joints between

panels and are fastened to the top flanges of adjacent longitudinal channels in the ceiling

panels to provide fastenings for the web members m the roof trusses. The ridge is contmuous and consists of five formed galvanized steel sheets, two on each

side of the ridge, overlapping the edges of the

center sheet. Theridge is rainproof and permits

the circulation of au' through the wall panels

to the roof space and out through the ridge,

thereby removing moisture which may have

condensed between the faces of the wall panels.

2. Transverse Load

Roof specimen DJ-T2 under transverse load is shown in figure 34. The results for

specimens DJ-Tl, T2, and T3 are shown in

table 16 and figure 35. Under the maximum load the box ribs in

each specimen buckled between the loading

rollers.

[25]
FiouRE 34.

Roof specimen DJ-T2 under ti n nsvcrse load.

30

\20

h 10

0^

/

M OO

•/

/

/•

/

1•r

s

1 J

/

/OOO

0 12 3

de flection in. Figure 35.—Transverse load on roof DJ.

Load-deflection (open circles) and load-set (solid circles) results for specimens DJ-Tl, T2, and TS on the span 14 ft 0 in. The load (pounds

per square foot) is the total load divided by the product of the span and the width of the specimen.

SCO

=5

I

600

400

200^

0

1 *\ /

/

«

ocf o

/

/

' °J

ocfo

/

•

/

op.

/•

[ J

•V/ID

OJ 0 Q2 OA 0.6

indenta fion in. Figure 36.

Concentrated load on roof DJ.

Load-indentation (open circles) and load-set (solid circles) results for specimens DJ-Pl, Pt, and PS.

[26]
Table 16.

Structural properties of roof DJ

[Weight, based on face area: 2.68 Ib/ft^]

Transverse load; span, 14 ft 0 in. Concentrated load; disk, diam

1 in.

Specimen Maximum

load Specimen Maximumload

Tl MP

33.4

38.2

34.3

PI

lb

- l.OUO

" 1, 000

" 1,000 TS P2

T? PS

Average 36.3 Average _ " 1, 000

« Test discontinued.

3. Concentrated Load

The results of the concentrated-load test on

roof specimens DJ-Pl, P2, and PS are shown

in table 16 and in figure 36. The concentrated load was applied 15 in. from one end and midway between two box

ribs. The set after a load of 1,000 lb had been

applied was 0.435 in. for specimen DJ~P1

,

0.381 in. for P2, and 0.379 in. for PS. No other

effects were observed.

IX. ADDITIONAL COMMENTS BY

SPONSOR

The manufacture of "Panelbilt" houses began

in 1938, 14 groups of farm buildings being

erected in the Southeastern States. In November 1939 a plant was equipped for volume

production. Since that time several hundred

structures, including houses, barns, warehouses,

barracks, and mess halls, have been put up in the United States, Virgin Islands, and South

America, and over 1,000 family units, including

single houses, duplex houses, and apartments,

are now under construction in various locations.

A typical section of a "Panelbilt" house is shown in figure 37. A concrete floor may be poured on a solid

fill. If there is a basement, the floor is supported by steel joists spaced 4 ft. The joists are I-beams consisting of two 6-in. sheet-steel

channels back to back.

In a house, wood floors consist of sleepers,

1% in. by 3% in., spaced 1 ft 4 in. on the steel

joists. The subfloor, building paper, and

finish floor are laid on the sleepers. If the

floor is concrete, corrugated galvanized sheet

steel is placed over the joists and the concrete

poured.

For warehouses, wood floors are planks, 1%

in. thick, fastened to tiie joists by sheet-steel

clips.

Ceiling panels ai"e similar to partition panels

but are made in lengths up to 32 ft. These

panels span the width of the building and are supported by the wall panels, to which they are fastened by %-in. bolts, extending through the

bottom flange of the joists in the ceiling panels

and the web of the top transverse member in

the wall panels.

Partition panels are supported by two saddles, one near each edge. The saddles are sheetsteel channels, 2% by 2% in. and 3% in. long.

The saddles are placed over the bottom trans- verse member of the partition panel with the

flanges resting on the floor. A %-in. bolt

3K in. long, extends through the bottom member

of the partition, through the saddle, and

through a 1-in. wood block. Tightening the

nut on this bolt raises the partition panel

against the ceiling. The baseboard is nailed to the wood block.

At each intersection of a channel in the

ceiling panel and the partition there is a %-m.

bolt, 1 in. long, through the web of the top

transverse member of the partition and the

bottom flange of the channel in the ceiling.

The holes for these bolts are drilled in the

fleld. Pipes, ducts, and conduits are run vertically

in wall and partition panels.

Chimneys are of galvanized sheet steel, 9.^^- in. diam, with a square galvanized sheet-steel

jacket above the roof line. Porches are constructed of formed sheetsteel posts, girders, and standard roof panels.

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

Shaw, of the Building Practice and Speciflcations Section of this Bureau, under the supervision of V. B. Phelan.

The heat-transfer tests were made by H. E.

Robinson and M. R. Shafer, Jr., of the Heat

Transfer Section, under the direction of R. S. Dill. The physical properties of the insulating

board were determined by S. G. Weissburg, of

[27]
the Paper Section, under the supervision of B. W. Scribner.

The structural properties were determined

by the Engineei-ing Mechanics Section under

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

Stang, with the assistance of the following

members of the professional staff: E. S. Cohen,

A. H. Easton, A. Heiter, D. C. List, M. F. Peck, L. R. Sweetman, and H. L. Weiss.

Washington, February 13, 1941.

Figure 37.Section of a typical "U. S. S. Panelbill" house. o

[28]
BUILDING MATERIALS AND STRUCTURES REPORTS

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If 100 copies or more of any report are ordered at one time, a discount of 25 percent is allowed. Send all orders and remittances to the Superintendent of Documents, U. S. Government Printing

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The following publications in this series are available by purchase from the Superintendent of Dociunents at the prices indicated

BMSl Research on Building Materials and Structures for Use in Low-Cost Housing \0i BMS2 Methods of Determining the Structural Properties of Low-Cost House Constructions-. lOfi BMS3 Suitability of Fiber Insulating Lath as a Plaster Base 10(S BMS4 Accelerated Aging of Fiber Building Boards 10^ BMS5 Structural Properties of Six Masonry Wall Constructions 15fi BMS6 Survey of Roofing Materials in the Southeastern States 15ji BMS7 Water Permeability of Masonry Walls lOfi BMS8 Methods of Investigation of Surface Treatment for Corrosion Protection of Steel lOfS 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 Co lOfS BMSll Structural Properties of the Curren Fabrihome Corporation's "Fabrihome" Constructions for Walls and Partitions 10^ BMS12 Structural Properties of "Steelox" Constructions for Walls, Partitions, Floors, and Roofs

Sponsored by Steel Buildings, Inc 15fi BMS13 Properties of Some Fiber Building Boards of Current Manufacture 10)5 BMS14 Indentation and Recovery of Low-Cost Floor Coverings lOji BMS15 Structural Properties of "Wheeling Long-Span Steel Floor" Construction Sponsored by

the Wheeling Corrugating Co IQ^

BMS16 Structural Properties of a "Tilecrete" Floor Construction Sponsored by Tilecrete Floors, Inc 10^ BMS17 Sound Insulation of Wall and Floor Constructions lOji BMS18 Structural Properties of "Pre-Fab" Constructions for Walls, Partitions, and Floors Sponsored by the Harnischfeger Corporation 100 BMS19 Preparation and Revision of Building Codes 150 BMS20 Structural Properties of "Twachtman" Constructions for Walls and Floors Sponsored by

Connecticut Pre-Cast Buildings Corporation 100 BMS21 Structural Properties of a Concrete-Block Cavity-Wall Construction Sponsored by the

National Concrete Masonry Association 100 BMS22 Structural Properties of "Dun-Ti-Stone" Wall Construction Sponsored by the W. E. Dunn Manufacturing Co 100 BMS23 Structural Properties of a Brick Cavity-Wall Construction Sponsored by the Brick

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

Floors, and Roofs 150 BMS26 Structural Properties of "Nelson Pre-Cast Concrete Foundation" Wall Construction

Sponsored by the Nelson Cement Stone Co., Inc 100 BMS27 Structural Properties of "Bender Steel Home" Wall Construction Sponsored by The

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

Fir Plywood Association 100 BMS31 Structural Properties of "Insulite" Wall and "Insulite" Partition Constructions Sponsored by The Insulite Co 150 BMS32 Structural Properties of Two Bi-ick-Concrete-BIoek Wall Constructions and a Concrete- Block Wall Construction Sponsored by the National Concrete Masonry Association- 100

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

[Continued from cover page III] BMS33 Plastic Calking Materials 10^ BMS34 Performance Test of Floor Coverings for Use in Low-Cost Housing: Part 1 10^ BMS35 Stability of Sheathing Papers as Determined by Accelerated Aging 10^ BMS36 Structural Properties of Wood-Frame Wall, Partition, Floor, and Roof Constructions

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

Floors Sponsored by Palisade Homes : lOfi BMS38 Structural Properties of Two "Dunstone" Wall Constructions Sponsored by the W. E. Dunn Manufacturing Co . 10^ BMS39 Structural Properties of a Wall Construction of "Pfeifer Units" Sponsored by the Wisconsin Units Co 10j5 BMS40 Structural Properties of a Wall Construction of "Knap Concrete Wall Units" Sponsored

by Knap America Inc lOfS BMS41 Effect of Heating and Cooling on the Permeability of Masonry Walls 10^ BMS42 Structural Properties of Wood-Frame Wall and Partition Constructions With "Celotex"

Insulating Boards Sponsored by the Celotex Corporation 10(i BMS43 Performance Test of Floor Coverings for Use in Low-Cost Housing: Part 2 10^ BMS44 Surface Treatment of Steel Prior to Painting 10^ BMS45 Air Infiltration Through Windows 10^ BMS46 Structural Properties of "Scot-Bilt" Prefabricated Sheet-Steel Constructions for Walls,

Floors, and Roofs Sponsored by The Globe-Wernicke Co 100 BMS47 Structural Properties of Prefabricated Wood-Frame Constructions for Walls, Partitions,

and Floors Sponsored by American Houses, Inc 10^ BMS48 Structural Properties of "Precision-Built" Frame Wall and Partition Constructions

Sponsored by the Homasote Co 10(S BMS49 Metallic Roofing for Low-Cost House Construction 100 BMS50 Stability of Fiber Building Boards as Determined by Accelerated Aging 100 BMS51 Structural Properties of "Tilecrete Type A" Floor Construction Sponsored by the Tilecrete Corporation 100 BMS52 Effect of Ceiling Insulation Upon Summer Comfort 100 BMS53 Structural Properties of a Masonry Wall Construction of "Munlock Dry Wall Brick"

Sponsored by the Munlock Engineering Co 100 BMS54 Effect of Soot on the Rating of an Oil-Fired Heating Boiler 100 BMS55 Effects of Wetting and Drying on the Permeability of Masonry Walls 100 BMS56 A Survey of Humidities in Residences 100 BMS57 Roofing in the United States—Results of a Questionnaire 100 BMS58 Strength of Soft-Soldered Joints in Copper Tubing 100 BMS59 Properties of Adhesives for Floor Coverings 100 BMS60 Strength, Absorption, and Resistance to Laboratory Freezing and Thawing of Building

Bricks Produced in the United States 150 BMS61 Structural Properties of Two Nonreinforced Monolithic Concrete Wall Constructions.. 100 BMS62 Structural Properties of a Precast Joist Concrete Floor Construction Sponsored by the Portland Cement Association 100 BMS63 Moisture Condensation in Building Walls 100 BMS64 Solar Heating of Various Surfaces 100 BMS65 Methods of Estimating Loads in Plumbing Systems 100 BMS66 Plumbing Manual "_ 200 BMS67 Structural Properties of "Mu-Steel" Prefabricated Sheet-Steel Constructions for Walls,

Partitions, Floors, and Roofs Sponsored by Herman A. Mugler 150 BMS68 Performance Test of Floor Coverings for Use in Low-Cost Housing: Part 3 150 BMS69 Stability of Fiber Sheathing Boards as Determined by Accelerated Aging 100 BMS70 Asphalt-Prepared Roll Roofings and Shingles 150 BMS71 Fire Tests of Wood- and Metal-Framed Partitions 200 BMS72 Structural Properties of "Precision-Built, Jr." Prefabricated Wood-Frame Wall Construction Sponsored by the Homasote Co 100 BMS73 Indentation Characteristics of Floor Coverings 100 BMS74 Structural and Heat-Transfer Properties of "U.S.S. Panelbilt" Prefabricated Sheet-Steel Constructions for Walls, Partitions, and Roofs Sponsored by the Tennessee Coal,

Iron, & Railroad Co 150