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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 .
D B A D LOADP I1R3 T
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dirders
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