iai Bureau of Standards

f( ^7 mi
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.

CENTEAL HOUSING COMMITTEE

ON RESEARCH, 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 S. Donovan,

Federal Home Loan Bank Board. Farm Security Administration.

Hugh L. Dryden, George W. Trayer,

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

Lotris 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 Chemistrj^ and Engineering

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 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- II. Jcncs, Setrt-ra NATIONAL BUKEAU OF STANJ)AKDS • Lyman J

. Mriggs, Director

BUILDING MATERIALS

and STRUCTURES

REPORT BMS67

Structural Properties of "Mu-Steel" Prefabricated Sheet-Steel

Constructions for Walls, Partitions, Floors, and Roofs

Sponsored by Herman A. Mugler

by HERBERT L. WHITTEMORE, AMBROSE H. STANG,

and VINCENT b. phelan

ISSUED APRIL 12, 1941

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

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

UNITED STATES GOVERNMENT PRJNTJNG OFFICE • WASHINGTON - I 94 I FOR SALE BY THE S )I P E R I N T E N D E N T OF DOCUMENTS, WASHINGTON, D. C. • PRICE I5 CENTS
Foreword

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

structural properties of constructions intended for low-cost houses and apartments.

These constructions were sponsored by organizations within the building industry

advocating and promoting their use. The sponsor built and submitted the specimens

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

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

therefore, is responsible for the design of the constructions and for the description of the

materials and methods of fabrication. The Bureau is responsible for the testing of the

specimens and the preparation of the report.

This report covers only the load-deformation relations and strength of the structiiral element submitted when subjected to compressive, transverse, impact, concentrated,

and racking loads by standardized methods simulating the loads to which the element

would be subjected in actual service.

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.

[n]
Structural Properties of "Mu-Steel"

Prefabricated Sheet-Steel Cvonstructions for

Walls, Partitions, Floors, and Roofs Sponsored by

Herman A. Mugler

by HERBERT L. WHITTKMORE, AMBROSE H. STANG,

and VINCENT B. PHELAN

CONTENTS

Page

Foreword ii

I. Introduction I II. Sponsor and product 2

III. Specimens and tests 2 IV. Materials 4

1. Steel 4

2. Bolts 4

3. Paint 4

4. Insulating board 4

5. Sheathing paper 5

6. Wood 5

7. Nails 5

8. Roof covering 6 V. Wall CV 6

1. Sponsor's statement . _ . 6

(a) Four-foot wall specimens . 6

(b) Eight-foot wall specimens 9

(c) Comments 9

2. Compressive load 9

3. Transverse load 11

4. Impact load 11

5. Concentrated load 12

6. Racking load 13

Page

VI. Partition CV 13

1. Sponsor's statement 13

(a) Description 14

(b) Comnxents 15

2. hnpact load 15

3. Concentrated load Ifi VII. Floor CW 17

1. Sponsor's statement 17

(a) Description 17

(b) Connnents 19

2. Transverse load 20

3. Impact load 20

4. Concentrated load 21 VIII. Roof CX 21

1. Sponsor's .statement 21

(a) Descri])tion_ 21

(b) Comments 23

2. Transverse load 23

3. Concentrated load 24

IX. Additional comments by sponsor 24

ABSTRACT

For the program on the determination of the struc- tural properties of low-cost house constructions, Her- man A. Mugler submitted 33 specimens representing

his "Mu-Steel" prefabricated sheet-steel wall, partition, floor, and roof constructions. The wall specimens were subjected to compressive,

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

loads; the floor specimens to transverse, impact, and

concentrated loads; and the roof specimens to trans- verse and concentrated loads. The transverse, impact,

and concentrated loads were applied to botli faces of the wall sjiecimens. The impact and concentrated

loads were applied to both faces of the partition specimens. The loads simulated the loads to which the elements are subjected in actual servire. The deformations under load and the sets after the

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

I. INTRODUCTION

To provide technical facts on the performance of consti'uctions for low-cost liouses. to discover pi'omising new consl ructions, and

ultimately to detciniine (he properties neces-

[11
saiy for acceptable 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 structiu-es suitable for low-cost houses

and apartments. The objectives of this program are described in BMSl, 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 the public. The reports on these

constructions are BMS5, Structm'al 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 biiilt by the Masonry Construction Section of this Bureau, and the woodframe specimens were built and tested by the Forest Products Laboratory at Madison, Wis.

The present report describes the structural

properties of four elements of a house sponsored

by one of the manufacturers in the buildingindustry. The wall specimens were subjected

to compressive, transverse, impact, concentrated, 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 furni- ture 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-loadbearing

partitions, impact loads may be applied acci- dentally by furniture or persons falling against

the partition, and concentrated loads by furniture, a ladder, or other object leaning against the

partition. Transverse loads are applied to

floors by furniture and occupants; concentrated loads by furniture, for example the legs

of a piano; and impact loads by objects falling

on the floor or by persons jumping on the floor. 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 and repaired.

The deflection and set under each increment

of load were measured because the suitability

of a construction depends not only on its resis- tance to deformation when loads are applied,

but also on its ability to return to its original

size and shape when the loads are removed.

II. SPONSOR AND PRODUCT

The specimens were submitted by Herman

A. Mugler, Lynbrook, N. Y., and represented

prefabricated wall, partition, floor, and roof

constructions marketed under the trade name

"Mu-Steel." These constructions consisted of

channel-shaped panels of sheet steel fastened

together by bolts.

III. SPECIMENS AND TESTS

The specimens represented four elements of a house and were assigned the following symbols: wall, CU: partition, CV; floor, CW;

roof, ex. The individual specimens were

assigned the designations given in table 1. Table 1.

Specimen designations, wall CU, partition

CV, floor CW, and roof CX

Element

WallDo--

Do.-

Do^-

Do-.

Do.- Do _ Partition Do „

Do-.

Do-.

FloorDo..

Do..

RoofDo-.

Specimen desig- nation

CI, C2, CS.. Tl, T2, T3.

TJt, T5,

II, 12, IS... U, 15, 16.... PI, P2, PS.

Pi, P5, P6.

Rl, P2, R3.

I!, 12, IS... U, 15, IS... PI, P2, PS.

Pi, P5, P6.

Tl, T2, TS.

II, II. IS... PI, P2, PS.

Tl, T2, TS. PI, P2, PS.

Load

Compressive

Transverse.-

do. Impact » do

Concentrated do Racking Impact " do- Concentrated do

Transverse.-

Impact " Concentrated

Transverse Concentrated

Load applied

Upper end.

Inside face. Outside face. Inside face. Outside face. Inside face. Outside face. Near upper end. "Inside" face.'' "Outside" face.'' "Inside" face. "Outside" face. Upper face. Do.

Do. Do.

Do.

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

specimens, the impact loads first.

' The quoted "inside" and "outside" faces refer to partition specimens

only.

' The transverse and the concentrated loads were applied to the same

specimens, the transverse loads first. Except as mentioned below, the specimens were tested in accordance with BMS2, which

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

results of the tests, particularly the load-deformation graphs.

[2]
Because, under compressive load, there may be

considerable shortening at the bolted connections between the panels and the

sill and the cap, the shortening of the entire specimen may not be proportional to the value obtained

from the compressometers

attached to the specimen

over only a portion of its entire height. Therefore,

the shortenings and the

sets were measured with

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 measured with a deflectometer of fixed gage

length, which consisted of a light (duralumin) tubular

frame having a leg at one end and a hinged plate at the other. The

deflectometer was attached in a vertical position by clamping the hinged plate to one of the faces of the specimen near the top. 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 (i. e., the two flanges

of adj acent channels) . This method of measure- ment was used instead of the taut-wire miri-oi- scale method described in BMS2.

The hidentation under concentrated load and

the set after the load was removed were

measured, not the set only as described in BMS2. The apparatus is shown in figure 1. The load was applied to the steel disk. A, to which the crossbar, B, was rigidly attached.

The load was measured by means of the ring

dynamometer, C. Two stands, D, rested on

the face of the specimen, each supporting a

Figure i.

Concentrated load on CV-Po.partition specimen

A, disk; B, crossbar; C. ring dynamometer; JJ, stand; A', dial micrometer.

dial micrometer, E, the spintlle of which was

in contact with the crossbar 8 in. froin 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 antl dynamometer. A load was applied to the disk, and

the average of these microzneter readings minus

the initial reading was taken as the depth of the indentation ujider load.

The defoiinations under racking load were

measiu'ed with a right-angle deformeter, consisting of a steel channel and a steel angle

braced to form a rigid connection. The channel

of the deformeter was fastened along the top of

the specimen by self-tapping screws with the

steel angle extending downwartl in the plane of the specimen. To the stop, which prevented

motion of the specimen horizontally, a dial micrometei' was attached with the spindle in contact with the steel angle of the deformeter.

The gage length (distance from the top of the

[3]
specimen to the middle of the stop) was

8 ft. 2% 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 deflec- tometer described in BMS2.

Because the partition specimens were un- symmetrical about a plane midway between

the faces, six specimens were tested, not three

as stated in BMS2.

The speed of the movable head of the testing

machine was adjusted to 0.072 in./min for the

compressive load on walls, 0.126 in./min for the transverse load on walls, 0.160 in./min for the transverse load on floors, and 0.211 in./min

for the transverse load on roofs. The tests were begun December 19, 1939 and

completed January 29, 1940. The sponsor's

representative witnessed the tests.

IV. MATERIALS

The information on the materials was obtained from the sponsor and from inspection of the specimens. The Forest Products Laboratory identified the species of the wood in the

siding, subflooring, flooring, and spacer blocks.

The Paper Section of this Bureau determined

the physical properties of the insulating board.

The Engineering Mechanics Section determined

the moisture content of the wood.

1. Steel

Sheet.—Open-hearth, hot-rolled, annealed,

pickled, black. The specifled chemical composition of the steel is given in table 2. Specified tensile strength, minimum 40,000, maximum 50,000 lb/in-. Bethlehem Steel Co.

Table 2.

Specified cheniical composition

of the sheet steel

Element

Content

Minimum Maximum

Carbon _ _ ....

Percent

0. 08

.30

Percent

0.11

.50 .04

.02

Manganese . Phosphorus _. Silicon - . . -. . Copper ___ .12

Structural.—Open-hearth, hot-rolled, annealed.

Angles, 2- by 2- by }^-in. Bethlehem Steel Co.

2. Bolts

Stove bolts.—Mild steel, in. diam, in. long,

round head (slotted), National Coarse (N. C.)

threads 20 per inch, threaded full length, unfinished, bright. Nuts: mild steel, square,

regular, V^, in. thick, %6 in. across flats, unfinished, bright. Corbin Screw Co.

3. Paint

The paint was ready-mixed aluminum paint.

The formula for the paint was not furnished by

the dealer. Marketing and Merchandising

Corporation, "Tru Test, No. TT554."

4. Insulating Board

The insulating board, }^ in. thick, was made

from wood fibers produced by a cold-grinding

process. The fibers were chemically treated

and intimately mixed with finely divided as- phalt before felting into a board to provide

greater resistance to water, rot, and termites.

One surface of the boards had the appearance

of a closely woven fabric designated "linen texture" and the other the appearance of a

loosely woven fabric designated "burlap tex- ture." Color, grayish brown. Insulite Co.,

"Grayhte."

The physical properties of the insulating

board are given in table 3. The samples of the

board were taken from the specimens after they

had been tested. Table 3.

Physical properties of insulating board, in. thick

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

Property Value

Tensile strength: Machine direction.. lb/in.2. 303 Cross direction . lb/in.!.. 218 Transverse strength:" Machine direction lb.. 18 Cross direction lb.. 14 Deflection at rupture: Machine direction _ .. . . in.. .60 Cross direction ... . .in.

.67 Linear expansion for 45-percent change in relative humidity: Machine direction.. _ ... percent.

.05 Cross direction .... percent.. .10 Nail-holding strength: Machine direction lb.. 73 Cross direction .. . . lb.. 71 Den.sity .. . . lb/ft2. - 17.0 Moisture content, based on v?eight when dry percent.. 4 Air permeability .. . fts/hr 593 "ft2 (lb/in.2)-- Water absorption, by volume .. percent. 4.9

o Span, 12 in.: width of specimens, 3 in.

[4]
The tensile strength, linear expansion, water

absorption, and transverse sti-ength and tlefiec- tion at ultinnite load were determined in accord- ance with Federal Specification LLL-F-321a,

Fiber Boai-d; Insulating. For these properties

the insulating board complied with the requirements for class A.

The density, air permeability, and nail- holding strength were determined by the

methods described in BMS13, Properties of Some Fiber Building Boards of Current Manufacture. The moisture content was determined by

drying in an oven at 212° F until the weight was constant.

5. Sheathing Paper

"Black Diamond."—Paper, impregnated with

asphalt, one-ply; weight, 69 lb/500 ft^; width

of roll, 3 ft 0 m. The Barrett Co., No. 14. ''Fords."—Paper, impregnated with asphalt,

one-ply; weight, 55 lb/500 ft"; width of roll, 3 ft 0 in. The Ford Eoofing Products Co.

6. Wood

Bevel Siding.—Identified as a yellow pine,

probably Pinus ponderosa, No. 2 common,

% in. thick tapered to %(, in., 9^ in. wide, dressed.

Flooring, subflooring, and sheathing.—Identified as southern yellow pine. No. 2 common,

in. thick by 5% in. face width (nominal 1 by

6 in). S2S (surfaced two sides), tongued and

grooved.

Spacer blocks. —Identified as cypress (Ta.rodium distichum), No. 1 common, S2S1E (surfaced two sides one edge), %- by 1%-in.

Moisture content. —The moisture content of

the wood members in each structural specimen was determined by the use of an electric moisture meter. Readings were taken on each piece

of bevel siding and thi-ee spacer blocks for each

wall specimen; on thi'ee spacer blocks for each

partition specimen; on fom- pieces of flooring,

four pieces of subflooring, and tkree spacer

blocks for each floor specimen; and on four

pieces of sheathing and thi-ee spacer blocks for each roof specimen. To calibrate the moisture

meter, moisture determinations were made on

18 pieces of siding, 12 pieces of flooring, 12 pieces of subflooring, and 15 pieces of spacer

blocks by (hyirig llicni lo constant weight at 212° F. From these determinations the correction to be n.pplicd to the metei' readings was

lomid (o be f 0.:^ for siding, -f-0.2 for siil^fioor- ing, llooring, and sliejitliing, and +0.7 for spacer

blocks. Values of the moisture content given

in table 4, except as indi(;ated by footnote "6", were obtained by applying these corrections to the average of the meter i-eadings and ronnfUng

the results to the nearest whole percent.

Table 4.

Moisture content of v)ood

[Determined on day the structural specimen was tested]

Wood

Construction symbol

Moisture content •

Mini- mum

Maxi- mum

.Aver- age

Bevel siding, yellow pine . . Subflooring, southern yellow pine Finish flooring, southern yellow pinc_ Sheathing, southern yellow pineSpacer blocks, cypress

CU

CW

CW

cx

( cu

1 cv

1 cw

\ cx

Percent

7

7

7

78

8

Percent

1118

21n

8

13

Percent

J

11119

8

11

' 6 »5

» Based on the weight when dry.

' Determined by drying in an oven, because the values were below the range of the moisture meter.

7. Nails

Screw nails. Heavy duty, steel, No. 5 Screw Gage (0.125-

in. diam), V/i in. long, quadruple thread, 7

threads per inch, flat head, diamond point,

hardened, 250 nails per pound. Hillwood

Manufacturing Co., "Helyx Drive Screw

Nails."

Heavy duty, steel, No. 7 Screw Gage (0.151-

in. diam), \% in. long, quadruple thread, 7

thi-eads per inch, flat head, diamond point,

hardened, 148 nails per poimd. Hillwood

Manufactm-ing Co., "Helyx Drive Screw Nails."

Heavy duty, steel. No. 7 Screw Gage (0.151-

in. diam), 2)^ in. long, quadruple thread, 5 threads per inch, flat head, diamond point,

hardened, 104 nails per pound. Hillwood Manufacturing Co., "Helyx Drive Screw Nails."

Finishing.—^ieel wire, 8d, No. 12)^ Stl. W. G.

(0.0985-in. diam), 2^ in. long, bright, 189 nails

per pound.

Eoofing.—^tael wire, No. 10 Stl. W. G.

(0.135-in. diam), 1 in. long, /(e-in. diam flat head, bright, 215 nails per pound.

[5]
8. Roof Covering V. WALL CU

Boll roofing. —Asphalt, smooth -surf ace;

weight, 55 lb/108 ft^; width of roll, 36 m.

Continental Roofing Mills, "Battle Axe."

Roofing felt. —Asphalt-saturated; weight, 12

lb/108 ft2; width of roll, 36 in. The Ford

Roofing Products Co., "Fords."

Roof-coating.—Asphalt, containing finely

ground asbestos fiber, diluted to a brushing

consistency with a volatile solvent. Continental Roofing Mills, "Contico."

Figure 2.

Four-foot wall specimen CU.

A, full-width wall panels; B, half-width wall panels; C, angle sill; D,

angle cap; E insulating board; F, bevel siding; 0, spacer blocks.

1. Sponsor's Statement

Wall CU consisted of prefabricated sheetsteel channels fastened at the flanges; the webs

were the inside face. The outside face was

insulating board covered with bevel siding.

The price of this construction in Washington, D. C, as of July 1937, was $0.43/ft2.

(a) Four-Foot Wall Specimens

Each 4-ft wall specimen, shown in figure 2, was 8 ft % in. high, 5 ft 0 in. wide, and 5^^ in. thick and consisted of two full-width channelshaped wall panels. A; two half-width panels,

B; angle sill, G; angle cap, D; insulating board,

E] bevel siding, F; and spacer blocks, G. Wall 'panels. —The full-width wall panels. A,

were sheet steel, No. 16 U. S. Std. Gage

(0.0613 in. thick), 8 ft }i in. high, 1 ft 8 in. wide, and 4 in. deep. The edges of the flanges were turned in 2 in., as shown in figure 3, for attaching the outside face and to increase the

strength of the panel. Adjacent panels were

fastened thi'ough the flanges by stove bolts

K-in. diam, )i in. long. There were two rows

of 9 bolts each spaced as shown in figure 4. The half-width panels, B, were the same as a

full-width panel cut along a longitudinal center line. There are no half-width panels in a house.

Sill.—The angle sill, C, sheet steel, No. 11 U. S. Std. Gage (0.1225 in. thick), was 4)^ by

2 in. by 5 ft }4 in. long. The sill was fastened

to the panels by 10 stove bolts, K-in. diam,

Yi in. long, through the vertical (2-in.) leg and

the webs of the panels. The spacing of the

bolts is shown in figure 4. Ca'p. —The angle cap, D, rolled structural

steel, was 2 by 2 by ){ in., 5 ft in. long.

The cap was fastened to the panels in the same manner as the sill, by 10 stove bolts, K-in. diam, in. long, through the vertical leg of the

cap and the webs of the panels. The spacing

of the bolts is shown in figure 4. Fabrication.—Adjacent panels were clamped

together and the bolt holes were laid off with

a rule and marked with a center punch. The

[6]
holes were drilled with a twist drill, ji-in.

diam, mounted in an electric hand drill. The sill and the cap were then clamped to the wall panels and the bolt holes laid of]". The difference between the nominal spacing

and the actual spacing of the holes was as much as in. in some instances.

In a house all the panels are full width and

there are no half-width panels. The middle

bolt fastening the sill and the cap to the web

of a panel is at midwidth of the panel. In

the 4-ft wall specimens, therc^fore, there

should have been a half-sized bolt (one-half

Figure 3.Detail of wall CU and partition CV.

A, wall panels; C, angle sill: D, angle cap.

f'^iGURE 4.

Bolt spacing for wall and partition panels.

the cross-sectional area of the full-sized bolt) at the edge of the specimen, fastening the sill and cap to each half-width panel. For con- venience the bolts were full-sized (/4-in. diam)

and, to provide an effective fastening, l}i in. from the edge of the specimen. It is believed

that these changes had very little effect upon

the structm'al properties of the wall specimens.

Paint.—Each panel, sill, and cap was covered

with two coats of aluminum paint applied with

286134°—41 2 [7]
Figure 5.

Eight-foot wall syecimeji CU.

A, full-width wall panels; C, augle sill; D, angle cap; E, insulating board; F, bevel siding; H, special wall panel; and J, structural-steel channels; K, sheet-steel strip.

a brush, oiie coat before assembling and one

after. Insulating board.—The insulating' bofi-rd, E,

consisted of two pieces of "Gi'aylite," 4 ft. 0 in. high, 5 ft. 0 in. wide, Yi in. thick, applied with

the "burlap-texture" surface outward. There was one transverse joint, at midheight of the

specimen, which was covered with a strip of

sheathing paper 8 in. wide, 5 ft. 0 in. long.

Both insulating board

and sheathing paper were held in place by

the bevel siding.

Bevel siding.—The

bevel siding, F, was

12 pieces of yellow

pine, % in. thick,

tapered to %6 in., dji

in. wide, 5 ft. 0 in. long, exposed 8 in. to the weather, fastened

to the flanges of the

panels by 1%-in. screw

nails. There were

two nails through

each piece of siding at each stud. One nail was near the upper

edge thr ough the sid- ing, the insula,ting

board, and through

the flange of the stud.

The other nail was

near the lower edge

through the two

pieces of siding, the

insulating board, and

through the flange.

The nails in adjacent

pieces of siding were

staggered with re- spect to the joint between the panels and

close to it. There was no paint on the bevel siding.

Blocks.—The spacer

blocks, G, were cypress, % by 1% ui., 4

in. long, nuie blocks along each edge of the

specimen, spaced 1 ft. Each block was

fastened to the half -width panel by one

1%-in. screw nail through the steel and into the

block, and to the outside face by one 8d finish- ing nail through the siding and insulating board

and into the block. There are no spacer blocks

in a house.

[8]
Figure 6.—Wall specimen CU-Cl under cum puss itx- load

A, compressometer; B, dcflectoraeter.

(b) Eight-Foot Wall Specimens

The 8-ft. wall specimens, shown m figure 5, were 8 ft. % in. high, 8 ft. 8 in. wide, and 5% in. thick. They were similar to the 4-ft. specimens,

except that there were five full-width panels.

There were no half-width panels and no spacer

blocks; but there was a special wall panel, H,

havmg a face width of 2 in., at each edge of the

specimen, to make the outer studs like the umer studs.

To apply the rackuig load uniformly along

the width of the specimens, roUed structuralsteel channels, / and J, were fastened to each

specimen. The channel, 7, 6 in. wide, weighing

10.5 lb. /ft., was 8 ft. 8?^ m. long and was fastened

to the sill by six square-headed bolts, K-in. diam., 1 in. long, spaced 1)2 in. from each st\id.

A sheet-steel strip, K, No. 16 U. S. Std.

Gage (0.0613 m. thick), 8 in. wide and 8 ft. 8 in.

long, was fastened to tlic nnglc ciip l»y 17 stove

bolts, K-in. diam., '2 in. long, one bolt adjacent

to each bolt fiistoning tlic iinglc ciip to tlie wall

panels. The 6-in. channel, J, 10..") lb. /ft., was

8 ft. 8% in. long and was fastened to the sheetsteel strip, K,hy six bolts, K-i". diain, 1 in. long,

spaced 1% in. from each stud. There are no

channels or sheet-steel strips in n liouse. The insulating board consisted of two [)ieces, 4 ft. 0 hi. high, 8 ft. 8 in. wide. The horizon t id joint at midheight was covered with a stiip ol sheatlung paper 8 in. wide and 8 ft. 8 in. long.

The bevel siding was 8 ft. 8 in. long. The

insulating board and the V)evel siding were

I'nstened to the wall [)anels in the siiine way as

in the 4-ft. specimens.

(c) Comments

Standard wall panels, all 1 ft. 8 in. wide, are

available, having depths of 4, 6, and 8 in. and

lengths up to 20 ft. Panels having other dimensions are special. To expedite the erection of the buikling, the holes for the bolts in the

panels may be punched before the panels are shipped to the site. In a house the angle sill for the wall is supported by the steel floor panels and bolted to ihem. At a corner, the flange of one wall panel

is bolted to the web of the adjacent panel. At

the bottom and top of openings for doors and

windows, channels of sheet steel, No. 16 U. S. Std. Gage (0.0613 in. thick), are placed horizontally over the ends of wall panels. Conventional doors and windows, either wood or metal,

may be used.

If the roof is flat, wall panels may be bolted

horizontally to the roof panels for a parapet.

The outside face of the walls may be shingles,

siding, stucco, or brick veneer. The inside face

may be either painted or papered.

2. Compressive Load

Wall specimen CU-Cl imder compressive

load is shown in figure 6. The results for wall

specimens CU-Cl, C2, and CS are given in table 5 and in figures 7 and 8. The lateral deflections sho\ra in figm'e 8 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 mside face.

I [91
Table 5.

Structural properties of wall CU

[Weight, based on the face area; 6.81 Ib/ft^]

Compressive load

Specimen

CIC2

CS

Average

Maximum

load

Kips/ft i> 11.26

12. 48

11.51

11.75

Transverse load; span 7 ft 6 in.

Specimen

T!T2

T3

Average nT5T6

Average.

Maximum

load

lb/ft' 368

339

357

355

288 270

291

283

Impact load; span 7 ft 6 in.

Specimen

II

ISAverage UIS

7e___

Average.

Maximum

height of drop

ft

' 10.0

< 10.0

' 10.0

10.0

10.0

10.0 10.0

^ 10.0

Concentrated load

Specimen

PIP2

PS

Average PiP5P6

Average

Maximum

load

lb

' 1,000

' 1,000

« 1,000

^ 1, 000

889

793 820

Racking load

Specimen

m

R2

RS

Average

Maximum

load

Ktvslft >>

2. 18

2. 06

2. 17

2. 14

" The compressive loads were applied one-third the thickness of the structural portion (1.33 in.) from the inside face.

' A kip is 1,000 lb.

« Specimen did not fail. Test discontinued.

/O

•I

o

4

2

0

•

\ • 0

/

O j o

•

/

/

o—

o /• —<>y»

—o

o

•

•

-OJ .

/

o/ o —• (

• a

/

?

1 J o

o

/

• o •

o

o

0 0.4 in

02

shortening

Figure 7.Compressive load on wall CU.

Load-shortening (open circles) and load-set (solid circles) results for specimens CU-Cl, C2, and CS. The load was applied 1.33 in. (one- third the thickness of structural portion of the wall) from the inside

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

There were considerable differences in the

shortening and in the set of the individual

specimens, particularly under low loads. At

the bottom and top the insulating board projected beyond the ends of the specimens and

the web of some of the wall panels projected

beyond the turned-in portion of the flanges as much as 1/32 in. Also, the sill was not in close contact with the end of the panels.

The load was eccentric toward the inside

face, and the lateral deflection of specimens

CU-Cl and C2 was toward the outside face. However, the deflection of CU~C3 was toward

the inside face for loads up to 5 kips/ft, when

the bolts which fastened the sill to the panels

sheared and allowed the ends of the panels to come into contact with the sill. Under greater

loads the deflection was toward the outside

face but was somewhat less than the deflection

of specimens CU-Cl and C2.

The lateral set of each of the specimens under

/O

\ 8

4

2

0„

1—*

' —»

—•

o

rOO—

o1—0

1

^o — •

—o——1^-o

• t—•

1

-o -f—o—

CO r»—•o

1

)—o1

—f-o< •CO—

)

J,

\ -c»— K)

\ CU -04 0 0.4 0.8 lateral deflection in. Figure 8.

Compressive load on wall CU.

Load-lateral deflection (open circles) and load-lateral set (solid circles) results for specimens CU-Cl, C2, and CS. The load was applied 1.33

in. (one-third the thickness of the structural portion of the wall) from

the inside face. The loads are in kips per foot of actual width of speci- men. The deflections and sets are for a gage length of 7 ft 6 in., the gage

length of the deflectometer.

[10]
most loads was toward the inside face. No

explanation of the negative lateral sets was

found.

The web (inside face) of one full-width p;uiel

began to buckle locally about 2 ft from the (oj)

of specimen CU-Cl under a load of 4.5 kips/ft

and under a load of 7.0 kips/ft on specimens C2

and C3. Under a load of 7.5 kips/ft, the wvh

of each panel buckled near the top in specimen

CI ; and under a load of 8.0 kips/ft, on specimen

C2. One stud buckled near the bottom of specimen CS under a load of 9.0 kips/ft. Line I (M- greater loads this buckling increased until the

maximum load was reached.

3. Transverse Load

The results of the transverse loads are shown

in table 5 and in figure 9 for wall specimens

CU-Tl, T2, and TS, loaded on the inside face,

400

\ 300

^ 200

to

/OO

0

• o -r• •

/

o /Q

/g c

OO

y O

O

O / ^

' CD

3 / a •—o-

• O i

-+0—

• ODD

cu-/ 0 04 0.8 deflection in

12

FiouBE 9. —Transverse load on wall CU, load applied to inside face.

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

and in figure 10 for wall specimens T4, T5, and

T6, loaded on the outside face. Under the maximum load applied to the

inside face (web of panels), specimens CU-Tl,

T2, and T3 failed by bucMing of two or more

studs between the loading rollers.

Specimens CU~J%, Tr>, and 7'6' wcr.. WmV-A

on the outside face (siding). 'i'lie liiingc,-, buckled where they wei'f! [jiciccd by the iiiiils

fiisl ciiiug the insiihiling hoiU'd and I he siding.

Under a l()a,d of 240 il)/f|- on spcciriicns 'iJ, ami

T5, the huckhng of tlic fhingcs incrciiscd nndci

300

230

200

^ 150

to

^ 100

30 \

0

• •/• c

/

••

o /z

o to t

•

1 .

» gb

> CP

1 /

CU-4 0 02 0.4

deflection

0.6

in. Figure 10 -Transverse load on wall CU, load applied

to outside face.

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

the loadiTig rollers. Under the maximum load,

each specimen failed b.y budding of the studs

under the loading rollei's.

4. Impact Load

The results of the impact loads are shown in table 5 and in figure 11 for wall specimens CUII, 12, and 13, loaded on the inside face, and in

figure 12 for specimens CU-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 steel sheet direct ly over the center stud. The center stud was budded slightly after a drop of 7.0 ft on specimen CU-Il and after a drop of 8.0 ft on specimens 12 and 13. There was no failure of either face of specimens II and 12. In specimen 13 after the 10-ft drop, there was a }^-in.

[11]
opening between the inner panels on the lace

struck and one piece of siding on the opposite

face was completely separated from the specimen.

After the 10-ft drop, the sets in specimens

CU-I1J2, and/S were 0.51, 0.62, and 0.69 in., respectively.

/O

3

2\

0'

1 <

/ • « /

y— 1

CD

KB /

/ O

/

/m

DD

1

1

1)

!•

1

op

CO-/ 0 I deflecfion in. 2

Figure 11.

Impact load on wall CU, load applied Id inside face. Height of drop-deflection (open circles) and height of drop-set (solid

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

Table 6.

Effects of impact load on wall specimens

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

Description of effects

Specimen

H

Specimen

15 Specimen

16

Height

of

drop

Deflection

Height

of

drop

Deflection

Height

of

drop

Deflection

Face loaded: Flange of center stud buckled where the sandbag ft in. n in. ft in. struck. 4.0 1. 17 4. 5 0. 71 4.0 0. 73 Nails through siding pulled from the studs where the sandbag struck .

6.6 2. 00 6.5 1.41 5.0 1.44 One piece of siding split where the sandbag struck. 5.0 1.72 6. 5 1.92 6.0 2.08 Failure: Crack in siding extended full width of specimen 6.0 2. 17 8.0 2. 72 6. 6 2.40 Face not loaded: Failure; wall

panels separated where sand- bag struck. 7.0 2. 74 8.0 2. 72 7. 5 3.09

The impact loads were applied to the center

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

the sandbag striking the bevel siding directly over the center stud. The effects of the impact

loads are given in table 6. After the 10-ft drop the set in specimen CU14 was 1.16 in.; in 15, 1.60 in.; and in 16, 2.93

in.

5. Concentrated Load

The results of the concentrated loads are given in table 5 and in figure 13 for specimens

CU-Pl, P2, and P3, loaded on the inside face,

and in figure 14 for specimens CU~P4, P5, and

P6, loaded on the outside face. The concentrated loads were applied to the

inside face (web of panels) of specimens CUPl, P2, and PS on a full-width panel midway

between studs and 2 ft from one end of the

specimen. After a load of 1,000 lb had been

applied, the sets in specimens Pi, P2, and PS

were 0.33, 0.14, and 0.19 in., respectively.

No other effects were observed.

The concentrated loads were applied to the

outside face (siding) of specimens CU~P4, P5,

10

8

%6

^ 4

0

—

« —

— /

/ —

—0— —• • -0 /cD-

/ —•

-0

lT

[7

0 2

deflection

4

in

Figure 12. -Impact load on wall CU, load applied to outside face. Height of drop-deflection (open circles) and height of drop-set (solid

circles) results for specimens CU-Ii, 15, and 16 on the span 7 ft 6 in. and P6 midway between studs, 2 ft 7 in. from

one end of the specimen. The siding cracked

parallel to the grain under the loading disk at a load of 512 lb on specimen PJj., 560 lb on P6,

[12]
and 650 lb on P6. Under the maxim luu load on each specimen, the disk punched tli rough

the siding and into the insulating hoard.

0 0.4 0.8

indentation in. Figure 13.

Concentrated load on wall CD, load applied

to inside face.

Load-indentation (open circles) and load-set (solid circles) results for specimens CU-P1, P2, and PS.

soo

o

600

400

ZOO

0.4

indentation /n. Figure 14.

Concentrated load on wall CU, load applied

to outside face.

Load-indentation (open circles) and load-set (solid circles) results for specimens CU-P4, P6, and P6.

{'). J{.\CKIN(; Ij().\\>

Wall specimen CI HI iindci' nicking load i- shown in figure 15. The results loi- wall speci- mens CU R1, R2, and R'.S :ii-c, sliown in bd.lr

5 and figure 1 (i. The racking loiuls were disi i il)nlcd along the

top of the spcicimen by a stnictinal-steel ehiinnel bolted to a steel plate wliicli w.'is in tnin

bolted to the angle caj). The sill angle was iilso

Figure 15 'all specimen CU-Rl under rackir.g load. A, deformeter.

bolted to a structural-steel channel which was

in contact with the stop.

At a load of 2.0 kips/ft the wall panels in

specimens R2 and R3 began to buckle. The

maximum load sheared the bolts fastening the

sill in specimens Rl and R2 and the bolts fastening the angle cap in specimen RS.

VI. PARTITION CV

1. Sponsor's Statement

Partition CV consisted of prefabricated sheetsteel chamiels joined at the flanges and steel sheets. The face formed by the webs of the

channels was designated the "inside" face,

which corresponded to the inside lace of waU CU.

[13]
The face formed by the steel sheet fastened to the flanges of the panels was designated the

"outside" face. The siu-face of the steel was

covered with paint.

The price of this construction in Washington,

D. C, as of July 1937. was $0.35/ft^

0 02 0.4 0.6 deformation /n/Sff

Figure 16.

Racking load on wall CU.

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

(a) Description

The partition specimens, shown in figure 17, were 8 ft % in. high, 5 ft 0 in. wide, and 4^6 in. thick. Each consisted of two full-width channel-shaped partition panels. A; two half-widtli

partition panels, B; angle sill, C; angle cap, D;

two steel sheets, E; and spacer blocks, F. Partition panels.—The full-width partition

panels. A, were sheet steel. No. 16 U. S. Std.

Gage (0.0613 in. thick), 8 ft )i in. long, 1 ft 8 in. wide, and 4 in. deep. The edges of the flanges were turned in 2 in., as shown in figure 3, for attaching the "outside" face and to increase the

strength of the panel. Adjacent panels were

fastened through the flanges by stove bolts,

/^-in. diam, K in. long. There were two rows of nine bolts each, spaced as shown in figure 4. The half-width panels, B, were the same as a

full-width panel cut along a longitudinal center

line. In a house there are no lialf-Mddth panels.

Sill. —The angle sill, C, sheet steel. No. 11 U. S. Std. Gage (0.1225 in. thick), was 0^ by

2 in. by 5 ft }^ in. long. The sill was fastened

to the panels by 10 stove bolts, K-in. diam, )^ in. long, through the vertical (2-in.) leg of the angle

and the webs of the panels. The spacing of

the bolts is shown in figure 4. Cap.—The angle cap, D, rolled structural

steel, was 2 by 2 by ]{ in., 5 ft in. long. The

Figure 17.

Partition specimen CV.

A, full-width partition panels; B, half-width partition panels; C, angle

sill; V, angle cap; E, steel sheets; F, spacer blocks. cap was fastened to the panels by 10 stove

bolts, /4-in. diam, in. long, through the vertical leg of the cap and the webs of the panels.

The spacing of the bolts is shown in figure 4. Fabrication.—Adjacent panels were clamped

together and the bolt holes laid off with a rule

[14]
and marked with a center punch. The holes were drilled with a twist drill, M-in. diam,

mounted in an electric hand drill. The sills and the cap were then clamped to the wall panels and the bolt holes laid ofl'. The

difference between the nominal spacing and the

actual spacing of the holes was as much as % in

in some instances.

In a house all the panels are full width and no

half-width panels are used. The middle bolt

fastening the sill and the cap to the web of a panel is at midwidth of the panel. In the 4-ft partition specimens, therefore, there should

have been a bolt of one-half the cross-sectional area at the edge of the specimen fastening the

sill and cap to each half-width panel. For con- venience the bolts were full-sized (K-in. diam)

and, to provide an effective fastening, V/i in. from the edge of the specimen. It is believed

that these changes had very little effect upon

the structural properties of the specimens.

Sheets.^The steel sheets, E, No. 16 U. S. Std. Gage (0.0613 in. thick), were 8 ft 0 in. long

and 2 ft 6 in. wide. There was a vertical joint on the center stud. Each sheet was fastened to each stud by a row of l)^-in. screw nails spaced

1 ft. The nails were driven close to the joint

between panels to minimize bending of the

flanges. In some instances the flanges were

bent inward Ke in. Paint.—After the panels, sill, and cap were

assembled, the exposed surface was covered with one coat of aluminum paint applied with a

brush. Both sides of the steel sheets were

covered with one coat of aluminum paint before

fastening to the wall panels.

Blocks.—The spacer blocks, F, were cypress, % by 1% in., 4 in. long, spaced 1 ft, nine blocks

along each edge of the specimen. Each block was fastened to the half-width panel and to the

steel sheet by one iK-in. screw nail through the

steel and into the block. In a house there are no spacer blocks. i

(6) Comments

The panels, sill, and cap of the partition speci- mens were like those in wall CU.

In a house the edge flange of the partition is bolted to the web of the wall panels at the intersection of a partition and an outside wall.

2. Imi'AC'j' Load

The results of the impact tests are show n in table 7 and figun; 18 for pai-tition specimens

0V~I1, 12, and 13, loaded on the "inside" face;

in figure 19 for specimens CV-I4, 15, and 16,

loaded on the "outside" face.

10

Q

4

0

/

-•—

/

/

Q

1

1

I•

1

rj

Cv-i 0 12 3

deflection in. FiciURE 18.

Impact load on yariition CV, load applied

to "inside" face.

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

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

Table 7.Structural properties of partition CV

[Weight, based on face area; 7.08 lb/ft*]

Impact load; span 7 ft 6 in. Concentrated load

Specimen

Maximum

height of drop Specimen Maximum

load

// -

ft

» 10.0

" 10.0

- 10.0

PI

lb

i> 1,000

» 1,000

» 1,000

IB P2

13 PS

Average.. .. U- —-Average. P4

° 10.0 ' 1,000

» 10.0

" 10.0

" 10.0

» 1,000

' 1,000

« 1,000

IS P5

16 P6

Average - 10.0 Average .. .. " 1,000

"Test discontinued; specimen damaged.

'Test discontinued; specimen undamaged.

The impact loads were applied to the center

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

the sandbag striking the web of the panels

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

[1-5]
I^ABLE 8.

Effects of impact load on partition specimens

CV-1 1 , 12, and 13, loaded on the "inside" face Table 9.

Effects of impact load on partition specimens

C^^-I4, 15, and 16, loaded on the "outside" face

Description of effects

Face loaded: Local buckling of steel wfiere the sandbag struck. Flanges of panels began to separate along center stud _ Face not loaded;

Steel sheet began to separate; the nails pulled from

flanges of wall panels A few nails dropped from specimen

Specimen

6.0

5.0

3.5

6.5

1.01

0.80

Specimen

a o Wo

ft4,5

.62 3.

1. 40 6. 0

(H.

0. 70

0. 54

.87

Specimen

73

ft6.5

5.5

7.0

1. 10

0. 95

1.22

/O

d

I

Q

•V. lb

• <

/

.

• •

/

1 •• /

/

/

/

m—

Li

u

Cv-4 0 I 2 J

def/ect/oh in. Figure 19.

Impact load on partition CV, load applied

to "outside" face. Height of drop-deflection (open circles) and height of drop-set (solid

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

After the 10-ft drop the set in specimen

CV-Il was 0.95 in.; in 12, 1.13 in.; and in 13,

0.94 in. ; and the flanges had separated K in. where the sandbag struck.

The impact loads were applied to the center

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

16, the sandbag striking the steel sheet directly over the center stud. The effects are given in table 9. After the 10-ft drop the set in specimen

CV-I4 was 2.21 in.; in 15, 2.24 in.; and in 16,

2.50 in.

Specimen Specimen Specimen

U IS 16

"Description of effects

eight drop eflec- ioneight drop eflec- ioneightdrop eflec- {

ion Wo Q Wo Q Wo Q

Face loaded i Steel sheets buckled where ft in. ft in. ft in. sandbag struck — 4. 0 0. 94 4. 0 0. 89 4.

0. 91

lN£lii> liJ uuc Ul ijiwic stilus

of the panels . 2.6 .47 7.5 2. 90 8.5 3. 01 Flanges of the panels began

to separate along center

4.0 .94 4.0 0.89 6.0 1.63

Steel sheets buckled adja- cent to center stud at top and bottom of specimen 6.5 2.44 6.0 2. 10 Flanges of panels buckled where sandbag struck 10.0 3. 75 10.0 3.80 10.0 3. 52 Face not loaded : Flanges of panels separated !4 in. where sandbag struck 8.0 2, 91 6,5 2. 44 6.5

CD

/ooo

800

600

400

ZOO*

1.0 indenfofionZO

in. Figure 20.

Concentrated load on partition CV, load applied to "inside" face.

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

3. Concentrated Load

Partition specimen CV-P5 under concentrated load is shown in figure 1. The results

for partition specimens CV-Pl, P2, and PS,

loaded on the "inside" face, are shown in table

7 and figure 20. The results for partition

specimens CV-PIi., P5, and P6', loaded on the

"outside" face, are shown in table 7 and

figure 21.

[16)
The concentrated loads were applied to the

"inside" face of specimens CV-Pl, P2, and

PS on the web of a wall panel midway between

the studs and 20 in. from the bottom of the

specimen. After a load of 1,000 lb had been

applied, the set in specimen CV-Pl was 0.125

in.; in P2, 0.128 in.; and in PS, 0.095 in. No

other effects were observed.

The concentrated loads were applied to the

"outside" of specimens CV-Plf, P6, and P6' on

the steel sheet midway between the studs and

20 in. from the bottom of the specimen. Under

a load of 1,000 lb the steel sheet for each specimen deflected 3.5 in., to within 0.5 in. of the

opposite face, and the flanges of the panels

separated adjacent to the disk. After the 1,000-

Ib load had been removed, the set in specimen

P4 was 0.87 in.; in P6, 1.21 in.; and P6, 1.01

in.

VII. FLOOR CW

1. Sponsor's Statement

Floor CW consisted of prefabricated sheetsteel channels joined at the flanges; the webs

were the lower face. The upper face was a wood subfloor and a wood finish floor. The

surface of the channels was covered with

paint.

The price of this construction in Washington,

D. C, as of July 1937, was $0.44/ftl

(a) Description

Each floor specimen, shown in figure 22, was

12 ft 6 in. long, 5 ft 0 in. wide, and 9/i6 in. deep

and consisted of two full-width channel-shaped

floor panels, A; two half-width floor panels, B;

subflooring, C; spacer blocks, D; and finish flooring, E.

Floor panels.—The full-width floor panels,

A, sheet-steel, No. 16 U. S. Std. Gage (0.0613

in. thick), were 12 ft 6 in. long, 1 ft 8 in. wide,

and 8 in. deep. The edges of the flanges were

turned in 2 in., as shown in figure 23, for attaching the subfloor and to increase the

strength of the panel. Adjacent panels were

fastened through the flanges by stove bolts,

}^-in. diam, ji in. long. There were two rows

of 14 bolts each, spaced as shown in figure 24. The half-width floor panels, B, were the same

as a full-width panel cut along a longitudinal center line. In a houst; there are no lialf-width

panels.

Fabrication.—Adjacent j)anels vv(!rc (Uim\)C(l

tog(>,ther, and the bolt holes were; laid ofl' with a

rule and marked with a center punch. Tlie

holes were drilk'd with a twist drill, Y^-'in. dijim,

mounted in an electric hand drill. Paint. —Before assembling, the flange of each

floor panel was covered with one coat of alu- minum paint applied with a brush to the surface

which would come into contact with the adjacent panel. After the panels were assembled,

they were covered with two coats of aluminum

paint applied with a brush.

Subfloor.—The subflooring, C, was soutliern

yellow pine, in. thick by 5)^ in. face width,

/OOO

Si

£00

0

1 1 1

• /

•

» •

j

(

• 0-|

O CD

>-/o-o-

/

• • 0 Oi

3 /OO

o

7

• • • /

> /cm/

u

•

f—O

O

CV-* 0 1.0 indenfafion

2.0

Figure 21.Concenirated, load on partition CV, load applied to "outside" face.

Load-indentation (open oircles) and load-set (solid circles) results for specimens CV-Pi, PS, and P6.

tongued and grooved, and was laid at right

angles to the panels. Each piece was fastened

to each joist by one 1%-in. screw nail, driven

through the wood and the flange. (A "joist"

is the two flanges of adjacent channels.) The

nails in adjacent boards were through alternate

flanges of the center joist and in the outside

flanges of the outer joists. The nails were close

to the joint between panels to minimize bending

[17]

of the flanges. A few nails were between the

flanges.

Blocks.—The spacer blocks, D, were cypress, % by 1% by 8 in. long, 13 along each edge of the

specimen, spaced 1 ft. Each block was fasten<>(l to the half-width panel by one 1%-m. screw nail

through the steel and into the block and to the

subfloor by one 1%-in. screw nail through the

is ciistoiiifi.r-y) l)y scr'cw nsi-ils, 2V, in. Ion;/, -^pnccd

] ft. 8 in. Most of llic niiils in the pieces of

finish floor over t,be joists l)enl nnd p.'is^ed l)e- tween the flange of tlie joisi nnd the siiljfloor.

(b) fJornmcnts

Standai'd lloor puTiels, I ft. S in, wide jind X in, deep, an^ available in iengti)s up lo 20 Ft. T'

Figure 24.Boll spacing for floor and roof panels.

subfloor and into the block. In a house there

are no spacer blocks.

Finish floor. —The finish floor, E, like the

subfloor, was southern yellow pine, in. thick

by 5/4 in. face width, tongued and grooved. It was laid parallel to the panels. Each piece was

blind-fastened to the subfloor through the

grooved edge (not thi'ough the tongued edge as

expedite the erection of the building, the holes

for the bolts in the panels may be punched before the panels are shipped to the site. In a building the flrst-story floor panels are supported on a masonry wall and a center

girder. The top of the masonry wall is covered

with asphalt mastic; then a strip of felt impregnated with asphalt is laid on the ^vaU and

[19]
coated with asphalt mastic before the panels

are placed. The panels are anchoi-ed to the

300

^00

o

I00\

0

1 • •

/ M

-/•

•

1

<

1•

1•

1•

•

1

1

1 y

1--/-

1 /

CIV

joists buckled under a loading roller and the

center joist buckled near a support; and in

specimen T3 the center joist buckled under a loading roller and one outside joist buckled

between the loading rollers. The subfloor and

the finish floor were undamaged.

Table 10.

Structural properties of floor CW

[Weight, based on face area: 9.16 Ib/ft^]

Transverse load; span

12 ft 0 in. Impact load; span 12ft 0 in. Concentrated load

Specimen

Maxi- mum

load Specimen

Maxi- mum

height

of drop

Specimen

Maxi- mum

load

Tl

lb/ft' 290

286

280

/;

ft

' 10.0

" 10.0

» 10. 0

PI

lb

" 1, 000

o 1, 000

» 1,000 T2 IB P2

TS IS PS

Average 285 Average. _. < 10.0 Average - 1, 000

0 02 0.4 deflection in. Figure 25.—Transverse load on floor C W.

Load-deflection (open circles) and load-set (solid circles) results for specimens CW-Tl. T2, and TS on the span 12 ft 0 in.

wall by bolts, }^-in. diam, 4 in. long, spaced

4 ft. Any type of wood flooring

may be applied to the flanges

of the floor panels, or a concrete slab may be poured on paper-backed floor lath fas- tened to the flanges by steel

clips. The lower face of the

panels (ceiling of the room

below) may be painted or papered.

2. Transverse Load

The results for floor speci- mens CW^Tl, T2, and T3

under transverse load are shown in table 10 and figure

25.Under the maximum load,

the flanges of each joist in

specimen CW-Tl buckled

under a loading roller; in

specimen T2 the two outside

Specimen did not fail. Test discontinued.

3. Impact Load

Floor specimen (^M' II during the impact

test is shown in figure 26. The results for floor specimens CW-Il, 12, and IS are shown in table 10 and in figure 27.

Figure 26.Floor specimen CW-Il during the impact test. A, set gage; B, deflectometer.

[20]
The impact loads were applied to the center

of the upper face, the sandbag striking the

finish floor directly over the center joist.

After the 10-ft drop the set in specimen CW~I1

was 0.061 in.; in 12, 0.051.; and in 13, 0.021 in. No other effects were observed.

4. Concentrated Load

The results for floor specimens CW-Pl,

P2, and PS under concentrated load are shown

in table 10 and in figure 28. The concentrated loads were applied to the

finish floor midway between joists and 9 in. from one end of the specimen.

After a load of 1,000 lb had been applied, the

set in specimen CW~P1 was 0.043 hi.; in P2,

0.069 in.; and in PS, 0.048 in. No other

eftects were observed.

/O

^6

0

\

1 o1

o—r1

:>

1 D

» -kl '

1

1 •

oo

1

cw 0 0.4 0.3 deflection in. Figure 27.

Impact load on floor CW.

Height of drop-deflection (open eireles) and heiglit of drop-set (solid

circles) results for specimens C'\V-11, 12, and IS on the span 12 ft 0 in.

VIII. ROOF CX

1. Sponsor's Statement

Roof CX consisted of prefabricated sheetsteel channels, joined at the flanges; the webs

were the lower face. The upper face was

insulating board, wood sheathing, and buflt-up

roofing. The surfiicc of the i-lmiiiicls was

covered with paint. Tlic cliitmicls wrir

to those in floor (JW.

Tlie price of this consU iicl ion in Wasliington, J). C, as of July 1937, was $0.48/fl^

0 ai 0.^ oj

indentation in. Figure 28.

Concentrated load on floor CW.

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

(a) Description

Each roof specimen, shown in figure 29, was

14 ft 6 in. long, 5 ft 0 m. wide, and 9% in. deep.

Each specimen consisted of two full-width

channel-shaped roof panels, A; two half-width

roof panels, B; msulating board, C; wood

sheathing, D; spacer blocks, E; and built-up

roofing, F. Roof panels.—The full-width roof panels. A, were sheet steel, No. 16 U. S. Std. Gage

(0.0613 m. thick), 14 ft 6 in. long, 1 ft 8 in. wide, and 8 in. deep. The edges of the flanges were turned in 2 in., as shown m figure 23, for attaching the wood sheathing and to increase

the strength of the panel. Adjacent panels were fastened through the fianges by stove

bolts, )^-in. diam, ji in. long. There were two

rows of 16 bolts each, spaced as sho\\ni in

fig-ure 24.

[21]
The half-width panels, B, were the same as a

full-width panel cut along a longitudinal center

line. In a bouse there are no half-width panels.

Fabrication.—Adjacent panels were clamped

together and the bolt holes laid off with a rule

and marked with a center punch. The holes were drilled with a twist drill, }^-in. diam,

mounted in an electric hand drill. Paint.—Before assembling, the flanges of each panel were covered with one coat of aluminum paint applied with a brush to the

Sheathing paper.—There were tliree strips of sheathing paper each 5 in. wide and 5 ft 0 in. long. A strip was laid over each joint between

the insulating boards. They were held in

place by the wood sheathing.

Sheathing.—The wood sheathing, D, was

southern yellow pine, in. thick and 5% in. face width, tongued and grooved, laid over the

insulating board at right angles to the joists.

Each piece was fastened at midwidth of the

strip to each joist by one 1%-in. screw nail.

Figure 29.

Roof specimen CX.

A, full-width rodf jmnels; B, half-width roof panels; C, insulating board; D, wood sheathing; li. spacer blocks; built-up roofing.

surfaces which would come into contact with

the adjacent panels. After assembling, the

panels were covered with two coats of alu- minum paint applied with a brush.

Insulating board.—The insulating board, C,

K in. thick, 5 ft 0 in. wide, was four pieces,

three 4 ft 0 in. long and one 2 ft 6 in. long, laid with the "burlap texture" surface up. The

piece 2 ft 6 in. long was at one end of the speci- men. The insidating board was held in place

by the wood sheathing.

Nails in successive boards were on alternate

sides of the joints between panels and close to the joint to minimize bending of the flanges.

A few nails were between the flanges.

Blocks.—The spacer blocks, E, were cypress, % by 1% in. by 8 in. long, spaced 1 ft, with 16 along each edge of the specimen. Each block was fastened to the half-width panel by one

screw nail, 1% in. long, through the web and

into the block and to the upper face by a screw

nail, 1% in. long, through the wood sheathing.

[22]
the insulating board, and into the block. In a house there arc no spacer blocks. Built-up roofing. —The built-up T'oofing, F,

laid over the wood sheathing- was two plies of roofing felt and one ply of roofing. Each ])ly

consisted of two strips 3 ft 0 in. wide and 14 ft 6 in. long. The strips overlapped 1 ft 0 in. at midwidth of the specimen. When the built- up roofing was laid, the wood sheathing was

covered with roof-coating at room temperature

and fioated to a uniform thickness. Two strips

of 12-lb roofing felt were laid with roof-coating

between the overlapping edges. The exposed

edge was fastened by roofing nails, 1 in. long,

spaced 4% in. Roof-coating was then applied.

The second ply, consisting of two strips of 12-

lb felt, was laid, fastened in the same way as the

first, and roof-coating again applied. The

third ply, consisting of two strips of 55-lb roll roofing, was laid and fastened in the same way

as the first and second plies. Finally, the third

ply was covered with roof-coating.

{h) Comments

The roof may be either the flat or the gable

type. If the roof is flat, the roof panels are bolted to the angle cap by stove

bolts, Yi-in. diam, ){ in. long, spaced

8){ in. Wall panels placed horizontally and bolted to the roof

panels on three sides of the building form a parapet. The fourth

side is left open for run off and is fitted with a galvanized sheetsteel gutter. The sheathing is fastened to tapered wood sleepers,

which have a slope of ){ in. per

foot toward the gutter and arc fastened longitudinally to the

flanges of the panels by screw nails. A built-up roof is applied over the

wood sheathing and is extended up

the inside of the parapet wall; it

is overlapped by a metal or wood

cap. For fireproof construction,

the cap is an ornamental steel channel, formed of No. 16 U. S. Std. Gage sheet steel, the flanges

extending downward over the roofing and extciriof liiiish. y\ wood ciip is formed l)y a 2- l)y lO-in. piece hiid lliil (in ihe

top of the |);i.rap(!t and e.\teii(liii<i- Iteyoml I he

roofing and the exterior finisii. It is nniled to

a line of 2- by 4-in. wood pi(!(;<!S Ixilied lo ihe

upper flange of tlie |)anel. If the buikhiig has a gal)l(! I'oof, wiill piuiels are used for the; x'oof and c(uling ol llie ii[)i)('r story. A wood floor laid on the ceiling ()iinels provides an attic floor. At th(! ridge, I lie l oof

panels are connected by two angles formed ot No. 16 U. S. Std. Gage sheet steel. The upper

one is bolted to the flanges and the lower one

to the webs of the panels. At the eaves ihe

roof panels are joined to the ceiling pancils

by a Z-shaped section formed from No. 16 U. S. Std. Gage sheet steel. The wood sheathing is fastened to the flanges by screw nails,

and any suitable I'Oof covering may be

applied.

2. Transverse Load

Roof specimen OX-T^ under transverse load

is shown in figure 30. The results for roof

specimens CX-Tl, T2, and T3 are shown in table 11 and in figure 31.

Figure 30.

Roof spcci/neu CX - T:i uiuler tninsverfc load.

[23]
Table 11.

Structural properties of roof CX

[Weight, based on face area: 9.0S Ib/ft^]

Transverse load; span

14 ft 0 in. Concentrated load

Specimen Maximum

load Specimen Maximumload

Tl

Iblft 2 183 180 180

PI

lb

» 1,000

« 1, 000

- 1, 000 T2 P2

TS PS

Average 181 Average_ . » 1, 000

Speeimen did not fail. Test discontinued. ZOO

O

/50

100

0

Figure 31.

02 04 0.6

deflection in. -Transverse load on roof CX.

Load-deflection (open circles) and load-set (solid circles) results for speci- mens CX~T1. Tt, and T3 on tfie span 14 ft 0 in.

In specimen CX-T2 the flanges buckled under

the loading rollers at 135 Ih/ft-. Under the

maximum load, the flanges of the center and one

outside joist in specimen CX-Tl buckled between the loading rollers; and in specimens T2

and T3 each joist buckled between the loadingrollers.

3. Concentrated Load

The results of the concenti-ated load on roof

spc^cimens (X-Pl, P2, and PS are giv(Ui in table 11 and figure 32. The concentrated loads w(^t'(' applied to the

upper face on the built-up roofing midway between joists and 1 ft 8 in. from one end of the

specimen.

Under a load of 900 lb on each specimen th(^ disk punched through the upper ply of roofing.

After the 1,000-lb load had b(ien applied, the set

in specimens CX-Pl and P2 was 0.115 in. and

in PS was 0.258 in.

IX. ADDITIONAL COMMENTS BY

SPONSOR

Four commercial buildings and three

dwellings ushig the "Mu-Steel" prefabricated

panels have been completed or are under contract. Houses of this construction are built on a reinforced-concrete slab or on masonry walls,

with or without basement.

iOOO

(0

soo

600

400

ZOO

0

1

• • /

1—• o-oco /

-oo-^ o

o

—o

/

IT

' /

°

u

CX 0 02 0.4 0.6

indentation in. FiGUKE 32.

Con.centrnied loud on roof CX.

Load-indentation (open circles) and load-set (solid circles) results for specimens CX-PI, Pi, and PS. For a two-story house the wall panels are continuous from foundation to eaves. The

second-story floor rests on and is bolted to an

angle cap or shelf bolted to the inside face of the

panels. The roof and attic floor, if any, are

fiislciKHl to a similar angle cap flush with the

top of the wall panels. Details of a typical

t-wo-st-ory house with a gable roof are shown in figure 33 and of a one-story house with a flat roof

ill figure 34.

[24]
Figure 33.

DeAaih of a two-story house with a gnhle

roof. "Mu-Steel" constructiC'ii.

Pipes, ducts, and conduits are run between

the studs and joists. Chimneys are of brick

with tile flue hning;s or of enameled sheet stt^el suitably insulatinl.

The physical properties of the insulating

board were (bitei'niined by C. G. Weber and

S. (J. Wcissl)urfj,', of the Paper Sficlion, uikIit

tlic su|)(!rvisi()n of B. W. Scribner.

The description iind (h'awings of llic specimen) ts were pr(>pared by E. J. Scliell and (i. VV.

vSlia-w, of the BiiihHng Practice; and Spccificutions Section, under the supervision of \'. 1>. Plielan. The structural properties were determined by

the Engineering Mechanics Sfsction, iindi r ilic supervision of H. L. Whittemoi-(; iind A. 11. Stang, with the assistance of the following

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

A. H. Easton, A. Heiter, W. G. Hoback, A. B. Lanham, D. C. List, M. F. P(;ck, L. R. Sweetman, H. L. Weiss.

Washinoton, July Hi, 1940.

l''i(;uKK 34.

Details of a one-story house wiDi a Jlnl roof. "Mii-Steer' con.stniotion.

[25]

BUILDING MATERIALS AND STRUCTURES REPORTS

On request, the Superintendent of Documents, U. S. Government Printing Office, Washington,

D. C, place your name on a special mailing list to receive notices of new reports in this

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

BMSl Research on Building Materials and Structures for Use in Low-Cost Housing 10^ BMS2 Methods of Determining the Structural Properties of Low-Cost House Constructions 10^ BMS3 Suitability of Fiber Insulating Lath as a Plaster Base 10f5 BMS4 Accelerated Aging of Fiber Building Boards lOji BMS5 Structural Properties of Six Masonry Wall Constructions 15^ BMS6 Survey of Roofing Materials in the Southeastern States 15f5 BMS7 Water PermeabiMty of Masonry Walls 10j5 BMS8 Methods of Investigation of Surface Treatment for Corrosion Protection of Steel 10j5 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 10j5 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 15^ BMS13 Properties of Some Fiber Building Boards of Current Manufacture 10^ BMS14 Indentation and Recovery of Low-Cost Floor Coverings 10^ BMS15 Structural Properties of "Wheeling Long-Span Steel Floor" Construction Sponsored by

Wheeling Corrugating Co 10^ BMS16 Structural Properties of a "Tilecrete" Floor Construction Sponsored by Tilecrete Floors, Inc 10^ BMS17 Sound Insulation of Wall and Floor Constructions 10^ BMS18 Structural Properties of "Pre-Fab" Constructions for Walls, Partitions, and Floors Sponsored by the Harnischfeger Corporation 10^ BMS19 Preparation and Revision of Building Codes 15(5 BMS20 Structural Properties of "Twachtman" Constructions for Walls and Floors Sponsored by

Connecticut Pre-Cast Buildings Corporation 10^ BMS21 Structural Properties of a Concrete-Block Cavity-Wall Construction Sponsored by the National Concrete Masonry Association 10j5 BMS22 Structural Properties of "Dun-Ti-Stone" Wall Construction Sponsored by the W. E. Dunn Manufacturing Co 10(5 BMS23 Structural Properties of a Brick Cavity-Wall Construction Sponsored by the Brick

Manufacturers Association of New York, Inc 10^ BMS24 Structural Properties of a Reinforced-Brick Wall Construction and a Brick-Tile CavityWall Construction Sponsored by the Structural Clay Products Institute 10^ BMS25 Structural Properties of Conventional Wood-Frame Constructions for Walls, Partitions,

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

Sponsored by the Nelson Cement Stone Co., Inc lOfS BMS27 Structural Properties of "Bender Steel Home" Wall Construction Sponsored by the Bender Body Co 10^ BMS28 Backflow Prevention in Over-Rim Water Supplies 10^

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

[Continued from cover page III] BMS29 Survey of Roofing Materials in the Northeastern States 10|fc BMS30 Structural Properties of a Wood-Frame Wall Construction Sponsored by the Douglas

Fir Plywood Association 10^ BMS31 Structural Properties of "Insulite" Wall and "Insulite" Partition Constructions Sponsored by The Insulite Co 15^ BMS32 Structural Properties of Two Brick-Concrete-Block Wall Constructions and a Concrete- Block Wall Construction Sponsored by the National Concrete Masonry Association. 10^ 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 10ft BMS37 Structural Properties of "Palisade Homes" Constructions for Walls, Partitions, and

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

by Knap America Inc . 10^ BMS41 Effect of Heating and Cooling on the Permeability of Masonry Walls 10)4 BMS42 Structural Properties of Wood-Frame Wall and Partition Constructions with "Celotex"

Insulating Boards Sponsored by the Celotex Corporation ^ 10^ BMS43 Performance Test of Floor Coverings for Use in Low-Cost Housing: Part 2 100 BMS44 Surface Treatment of Steel Prior to Painting __ 100 BMS45 Air Infiltration Through Windows 100 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 100 BMS48 Structural Properties of "Precision-Built" Frame Wall and Partition Constructions

Sponsored by the Homasote Co 100 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 Tile- crete 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 Effect 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: Report of Subcommittee on Plumbing, Central Housing Committee

on Research, Design, and Construction 200 BMS67 Structural Properties of "Mu-Steel" Prefabricated Sheet-Steel Constructions for Walls,

Partitions, Floors, and Roofs Sponsored by Herman A. Mugler 160


t

* f:2


If