THE STRUCTURAL DESIGN OF A WAREHOUSE

BY

SIDNEY CLEN RATHFONAND

JOHN BRUCE SUTHERLAND Jr.

T H E S I SFOR THE

DEGREE OF BACHELOR OF SCIENCE

IN

ARCHITECTURAL ENGINEERING

COLLEGE OF ENGINEERING

UNIVERSITY OF ILLINOIS

1912

TABLE OF CONTEXTS.

Introduction-----------------------------------------Page 1.

Theory and D esign -------------------------------- Page 2.

Dead Load o f F lo o r s ----------------------------- Page 8.

Floor Framing D esign ----------------------------Page 10.

Spandrel Sections ------------------------------ Page 25.

Design o f Pent House fo r Elevator ------ Page 32.

Roof Fram ing----------------------------------------Page 36.

Column D es ign -------------------------------------- Page 40.

F o o t in g s --------------------------------------------- Page 51.

Plans, Elevations, and Details -----------

1 .

INTRODUCTION

in recent years such marvelous advances have been made

in the firep roo fin g o f large warehouses,and so rapid has been

the evolution o f the manufacture o f firep roo fin g materials,

that only two types are in use at the present time. These two

types are namely; reinforced concrete and "skeleton” or "cage"

construction with t i l e and concrete fo r firep roo fin g . The f i r s t

type is considered superior by many in that i t permits o f

longer f lo o r spans.

I t is the object o f th is thesis to design,in cage const­

ruction with t i l e and concrete firep roo fin g ,a warehouse with

the same flo o r spans and head room as one already designed in

reinforced concrete by the Turner Construction Company. The

flo o r plans,loads,and story heights were furnished by them

on plans sim ilar to those used in the erection o f the building.

In the design based upon these f lo o r plans the procedure

was as fo llow s; new elevations and framing plans were drawn,

a fte r which the structural work was designed.

2 .

THEORY AHD DESIGK•

Two general types o f construction are used fo r ware­

houses, the firep roo f and the m ill construction. M ill

construction is used in smaller warehouses where lumber

is cheap and the question o f f i r s t cost o f the building

is o f maximum importance. The firep roo f construction,

however, is much better and is fast superceding the m ill

construction fo r two reasons; the maintenance cost is

much lower and the insurance cost on the building and

the goods contained therein is approximately one tenth

what i t would be i f the building were o f the "M il l” type.

Although f i r s t cost is higher, this type o f building is

a much more permanent structure and requires very l i t t l e

repair. P ra c tica lly a l l larger warehouses are now being

bu ilt as firep roo f buildings. The usual firep roo f ware­

house is bu ilt by the skeleton or cage construction

method.

Skeleton construction is construction in which a l l

loads external and internal are transmitted from the top

o f the building to the foundation by a skeleton or frame­

work o f metal . In such work the beams and girders shall

be riveted to each other at th e ir respective junction

points. The skeleton type o f s tee l framing is designed

to support only the v e r t ic a l loads and is not expected

to take up wind stresses to any extent.

The more approved and more modern construction being

used is the cage construction in which the s tee l

skeleton is braced to take a l l loads, so that i t is the

whole support fo r the building, and walls and floors

merely held by i t . By means o f th is method heavy ex­

te r io r or in te r io r walls used fo r bracing may be ommit-

ted, and merely thin curtain walls used. Gage construc­

tion therefore, as exemplified by the best examples,

consists o f a s tee l framework with well riveted beam

and g irder connections, e f f ic ie n t ly spliced column jo in ts ,

and e f f ic ie n t wind bracing, to secure independent safety

under a l l conditions of loading and exposure.*Along with the question o f strong construction comes

the problem of adequate f i r e protection. S c ien tific

firep roo fin g of a building does not consist o f proper

selection o f materials a^one,but the general plan o f

the building must be such that the f i r e would be hinder­

ed from spreading. Wherever possible a l l stairways

and elevator shafts should be isolated by firep roo f

walls. Power and mechanical plants should be confined

so that f i r e can not spread from them. F ireproof

materials should be used throughout. These include

terra cotta, cement, concrete, brick, asbestos, and

mackolite. A great deal o f care must be taken in d e ta il­

ing, to use these materials in «ttch a manner that they

w il l form a firep roo f construction. Girders, beams,

and columns should be in t ir e ly surrounded by t i l e ,

concrete or other firep ro o f material in such a manner,

3 .

that f i r e can obtain no access to the s tee l. Piping

should be reckoned on in the design so that pipes w il l

not be put in the firep roo fin g covering in such a way

as to give f i r e access to the member. The general f i r e ­

proofing requirements are:

1. General exellence o f design.

2. A ll floo rs o f firep ro o f construction.

3. A ll columns o f masonry or s tee l protected

from f i r e .

4. A ll outside piers and walls o f masonry

or s tee l protected from f i r e .

5. A ll partitions and furring o f firep roo f

construction.

The problem to be considered by the w riters was the

structural design o f a warehouse. Our aim was to confine

ourselves to the structural phase o f the work and to

omit the planning of floors ,w ith regard to e f f ic ie n t

handling o f work. To enable us to do th is we made a

redesign of a concrete warehouse which has already been

bu ilt by the Turner Constrxiction Company. Our purpose was

to work th is building up in s tee l, t i l e , and brick

construction.

A new exterior design of the elevations was done in

brick with stone trimmings. These elevations were

designed with the idea o f giving a simple exterior

which should give a suggestion o f the purpose o f the

building.

4 .

A firep roo f f lo o r design was necessary. The use o f

long span segmental t i l e arches was determined upon as

"being the most economical. Sizes o f t i l e were obtained

from tables compiled by the national F ireproofing

Company. A covering o f cinder concrete was used over the

t i l e , and a cement finished topping fo r the f lo o r surface.

Live loads obtained from the Turner Construction Company

were 500 pounds per square foot fo r the f i r s t flo o r , 300

pounds per square foot fo r the second, th ird , fourth, and

f i f t h flo o rs , and 100 pounds per square foot fo r roof. Such

heavy loads necessitated the use o f strong beams and g ir ­

ders. Box beams and girders were used to save as much

head room as possible. Spans between beams were made uni­

form fo r segmental arches,and fo r irregu lar spans, f la t

arches o f the Johnson type were used. Tie rods were put in

to take up the thrust o f each arch. Between wall columns

separate members r/ere used to take the spandrel and flo o r

loads. Upon the second, th ird , fourth, and f i f t h floo rs ,

only single lines o f girders were needed to support the

arches and a l l beams at right angles to these, running

between columns were merely used as s t iffen e rs .

The wall design was next taken up. I t was considered

most economical fo r th is height o f building to ixse the

straight cage construction upon the front and two ends

o f the building, but the rear wall which contains

5 .

6 .

no windows, was fig iired as s e lf supporting. A ll f lo o r

loads were carried by columns. The Chicago Building

Ordinances allow' a twelve inch "brick wall as the

minumum thickness fo r curtain wall, and th is is what

was used on a l l floo rs above the f i r s t story. Belowr the

f i r s t story a sixteen inch wall was used. The back wall

which was s e l f supporting,was figured fo r safe bearing

to obtain correct thickness. Spandrels were carried

by a channel with an angle riveted to i t . The to ta l

spandrel load was computed as being carried by the

channel. The angle was not considered as taking any

o f the bending moment.

The columns were designed to carry the fu l l dead

load and not less than the follow ing proportion o f the

l iv e load:

Roof---------------------------------100 per cent

F ifth f lo o r -------------------------85 per cent

Fourth f l o o r ----------------------80 per cent

Third f l o o r --------------------- 75 per cent

Second f l o o r ----------------------70 per cent

F irst f l o o r --------------------- 65 per cent

The basement f lo o r was not carried on the columns or

on the footings, but was supported d ire c tly by the

earth under i t . Eccentric loads were taken into con­

sideration where they were o f any importance in the

design o f columns. Where such loads occured, the column

was designed from the follow ing formula:

7 .

f = P/A - 70 L/r - My/l where

f = allowable stress per square inch.

P r load in pounds.

A s area o f column section in square inches.

L = length o f column in inches.

r = radius o f gyration-- least.

M s bending moment in pound inches.i

y - eccen tric ity in inches.

I moment o f in ertia .

Footings were designed in reinforced concrete. The

allowable compressive stress used was 600 pounds per

square foo t. The res is tin g pressure o f the s o i l , obtained

from the plans and specifications furnished by the

Turner Construction Company,, v/as three and one h a lf tons

per square foo t. The wall footings were placed so that

they would not extend over the building lin e more than

one and one-half fe e t . For rectangular slabs, such as

column foundations, the common practice is to run the

reinforcement by diagonals and squares, and a fte r de­

ducting the area o f the column base, to consider the

remainder as eight cantilevers. Four p a ra lle l to the

sides and four on the diagonals, assuming one eighth o f

the load fo r each section, and calculating the rein ­

forcement fo r each overhang as a uniformly loaded

cantilever.

r8 .

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