design of a steel grand-stand - core.ac.uk ·...
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THE UNIVERSITY
OF ILLINOIS
LIBRARY
DESIGN OF A STEEL GRAND-STANDBY
ROY CAMPBELL WILLIAMS
THESIS
FOR
DEGREE OF BACHELOR OF SCIENCE
IN
CIVIL ENGINEERING
COLLEGE OF ENGINEERING
UNIVERSITY OF ILLINOIS
1913
Digitized by the Internet Archive
in 2014
http://archive.org/details/designofsteelgraOOwill
UfflVEJEiSim 01 ILLINOIS
College or Engineering
May 2 4, 1913.
I recommend that the thesis prepared under my supervision
by ROY CAMPBELL WILLIAMS entitled design or a Steel Brand-Stand
be approved as fulfilling this part of tne requirements for tne
degree of Bachelor of Science in Jivil Engineering.
^.sst . Profess jr of Structural Eng'g.
Recommendation approved
Head of Department of
Jivil Engineering.
TA3L3 ©f OONT
INTRODUCTION
GENERAL FEATURES 0? THIS DISIQU
L0AD3 AjD STRESSES
IPBGIPIOATIONS USED
ESTIMATED COST
i.
BB3I3N 0? A STEEL 3RABB-S?AND.
IiilBOQUCIIOfl.
Nithin bha last fe.v years there nas uaen a s|reat inoraaae in o ti
3
construction of large scaal and reinforce l-ocnorate grand-afeanda and a
sorreaponding mca&sa in bha conatructiGn cf .vocdan ones, fha first
large aoeal grand-atand wa3 erected at Monmouth, New Jeraey. It ia /J-
l'o. ioiu;310 ft. .vila, and ha3 a seating aapacity of 10,000 peopla. In?
roof ia of ona cantilever oypa, axtanding 75 ft. 00 one f rent and 25 ft.
to ona rear. Another 3 tana of large aapacity waa ouilt ao Yonkers, New
Yorx^fcr G:i3 Suspire Oity fretting Oluo. lo is 400 ft. long, SO. ft. wiia,
and 70 ft. high, and has a cantilever reef axtanding 25.5 ft. tc tha
front and 15.5 fo. to bha rear. Tha antira acst of ona structure .vaa
•1100,000, and its seating oapaaioy is 7,700. Beth oris .?it tsburg National
League and ona Chicago American League Base Sail Oiaas nave recently
eraotai soaal grand-3tand3 with capacities of approximately 30,000 people
This graat anange in the construction cf -grandma bands is xainly due oc
three facts: (1) bha great increase in the price sf lumber, (2) ona fact
that weeden grand-stands are not fireproof, and (3) chat they are unsafe
for ona great crcwda which attand bna atniacia ecnoasts of ona present tiaa
fne question as to tha desiracilioy cf ' building a steal or a rainfcreed-
oonoreta grand-stand depends to a censiaarabla extent upon its lecaticn.
If cement and oruansd atona ara easily cotainaola and steal is vary ex-
pensive to snip in, the reinf orced-ecnorebe grand-stand would probably pa
tha ona enosen. If local conditions are sucn that staei and materials for
aenerete can oa obtained with approximately equal transportation charges
ona steel grand-stand is of tan ehc3en , because: (1) it is easier tc ccn-
3 truce, (2) it is easier tc inapeoo, octn during and after con3truction,
and (3) it is usually cheaper. A3 this grand-3tand is dasi^na-t fcr a
football fiald in Chicago, tha framework will 03 audit of steel.
agNEBAL FEATURES OB1 THIS DESIGN.
•f as grand-stand whioh i3 iesigned in this thesis is 303 ft. Icn^,
55 ft. wide, and 45 ft. 3 in. high (333 Plata I). Tha lower deck ha3 a
seating capacity of 4000 paopla and is dividad into 9 33 30 ions, aaoh 33
ft. in lengtn. Each section has 22 revs of seats,and each row is capable
of seating 20 paopla. Tha aislas ara all 3 ft. tfida and terminate in a
fcenoreta salk 12 ft. wida irhioh runs along the front cf the 3tru©ture.
She tiar3 of 33at3 ara supported on 10 nI
, s2sr ,spaoad Id ft. 3 in. apart,
thasa in barn being supported by columns spaced 11 ft. apart. Ins oases
of bha columns rase upon concrete footings shleh vary in size frcin 2| ft.
square to 5- ft. sauara, depending upon tha load which they support (353
Plata II). Tha front columns are built cf Z-bars and plates, while the
rear colons ara oc rocs ad of angles and plates. Tna intermediate columns
ara made of latticed channal3, which 4i :/a a more economical section fcr
these oolumns,
Tha uppar deck has a seating capacity of 2,000 (see Plata I). Like
tna lower deck it is divided into d sections, eaon 33 ft. wide. It hasi
3 ft. aislas, out has only 11 rows cf seats. It is supported by transversa
trusses spaced 13 ft. in. apart, ivery third trass is a through truss
(saa Plata IV), supported bath in tna f rout and raar by columns, while tna
t.vo intermediate trusses (saa Plata V) ara supported at the raar by col-
umns and in front and at tna center by longitudinal trusses, which connect
»ith the through trusses (saa Plata IV). In this way a miniiau.n number cf
columns is used, and, as the front ii ft. of tna uppar idoJs is cant ilevered
wandand tna lower chord extends up. at an angla cf about 12 degrees, the view
is praotioally unobstructed. Exit Prom the uppar lac:< is obtained b.v a
5 Ft. 6 ia. oindsr-oonorats a 1 k which runs along the apex of &na truss
mi ecnnaacs at both snds with stairways which laai oe boa ground* Fbe
rear part oc baa uppar daok is severed o.y a oar and gravel roof, support-
ed ay 2 o.y i-in. rafters on 7 B E, s9»7§* purlins. :
Jiaoa II.
LOADS AND STRESSES.
The stresses (saa Fables I ana II) in the transverse trusses -vara
Solved graphically (saa Plata liij, whila oncse in ens longitudinal trus-
ses, seat beams, oolumns, ate., were found algebraically. To find bha
stresses due bo wind on bhe upper daok ib was assumed that the horizontal
OCfflpcnent of one wind was oarried down the snee-braoe be one seao-oeam
and tnenoe down into bha footings, Tha rear of one lower deck is tc be
ooarlei up. Trie wind is all taken as horizontal and is assumed be travel
down bha seat-oeaao into tha front footings. Thus one front column a an oe
designed for diraot lead only. Assuming that the brasses would weigh 5
lb. per sq. ft. and computing one w a id no of bne other materials, io was
found that one dead lead under one seats would be about 50 ios. and else-
where aaoub 20 lbs. par s.q. ft. It was assumed that bhe average parson
weighed 150 los. and as 4 sq. ft. ware allowed ce each parson, one live
load was found zo be 37.5 lbs. per sq. ft. One hundred per oent was al-
lowed car impact so bhat bhe liva lead used was 7o lbs. oar sq. ft. The
wind pressure en a vertical surf ace was takan at 30 lbs. per sq. ft., and
one normal values were figured from one straight line formula, I? =-?-A.
SPECIFICATIONS USED.
Tha design was governed by Cstrcp's specification, of which one fol-
lowing ara extracts; , v
(
a
)
Axial tension in main members, net section, 16000 los. par sq. in.(b)
Extreme fiber stress due oc bending, for rolled snapes, built sections,
ani plaoa girders, 18000 los. par* sq. in.
(a)
Axial aoapreesion in ooai q aembera, 4rcss sao&ion, o = Ijjjj- 70i.
(i)
Shear on field rivaos, 9000 los. pap aq.in.
Shaar on snop rivets , 10000 los. par sq»in.
(a)
Bearing of field rivets, 13000 I03. par sq. in.
Baaring cc snop rivets, 20000 log. oar sq. in.
(f j
Alicwaola gcsssae* on oriinar.y aar&n, 1^ bona par sq. ft.
Aiioviaoia prassura on iainpai or naojraii:/ solid aar on, 3 c-cns par
s q . ft.
Minimum aize of an4la,2l*2*l-ia.; 2 4
No rivecs, axoaoc in oeaa oonnaooicns and laoing bars, snail oa lass
than --man.4
0.
Satiiatad Gc3'G.
Fba satiaatad 003& of one graad-atand iaai^n^i in bhis bhaaia is a
3
f ollo-vs:
617300 los. of atael ao 3a a©nta par lb. = $23137. §©4
215 ou. yds. of 3la.g-con3P3t3 a& J.QOoac 38. yi. = 193§.00
39 ou. yda. of feotiag-QQaGF.sta at $5.00
par oa. yd. 3 295. GO
97 3quar33 of roof iag at 14,00 oar 3quara = 333.00
2240 ft. of l| in. gaa-pipe 80.0 eta. par ft. = 123.20
43000 ooari ft. of 1ujb'q©f at $45 (laid) par H = 2130.00
Total = $23083.70
r
T A 3 b iS 1.
Out Ti a i ~\ -3 .» T rt n o 3 II A II
1 e in b e r Dead Load flindLeft Live-Load .Vi a x i in u m Ui n im u
V 1A — X 5 1(1 .-\,-\ + o o 50 — 3 C vJ vJ —OI CUU
-217 00 +5550 - 25500 -8300 -55300 -15040
A — -i -19900 + 570 - 17 300 -3300 -45500 -14200
-1= 100 — Io00 - 1 c = -3300 -40 200 -13 luC
v _ iA —O 4 fl4 &A- 1 1 Q J — 1 1 o — 3 o -35950 — lo loo
V _ 1 1A — JL X — 330U Q .'"7 O ~\— <o7 30 - OlOO —5500 —19500 - o3o0
X-13 — ooJu — .£ 3O >J — 3350 — 245C -i -i o a — OOOO
A — X T O 1JU T X <£ J X ^ ;X ^ XI ^ ^OAtIOO/ J + OU vJ
X — J. / + 2950 QAA— OJJ o t4VOO TV o oO T <C O O O
X — 13 j_ O^ AX £ J J vj• -i -i Ort+ ll<; J t4 '/ * c O
a — x +137 50 — O 7 t<:JcJJ +7100 +43150 + 1 £ 5
y-3 +17 250 -5330 +17550 + 7100 +41900 +11370
y-5 +15550 -3300 +13500 +7100 +3525C +12050
+14050 -2700 + 10400 + 7 100 +51550 +1135017 CI.y-w +12450 -2130 +7700 + 7 100 + £7 -;o0 +10270
y ~ xu +12450 -2130 +7700 +7100 +27250 +10270
+3300 - 2140 + 5 140 + 5500 +19440 +355017 1/1 +4700 -1900 + 3250 +2000 + 9950 + 2300
y — 15 -5300 -3230 _ -3150 -137 30 - 5300
y x o -2500 — 1 3 U -4uOU - 3250 — 2500
1 Qx — c - 1300 — 2o00 - 4300 - 1800
2-3 + 2400 -3200 +12300 +15000 - 5300
3-4 -2700 + 3200 - 7150 j - 9350 + 500
4-5 T ^ ^/ cj 'w* — o O o * X X G w
5-3 -3300 + 2150 - 7 20C J -10 300 - 1450
3-7 +4000 -2320 + 7300 +11300 + 13307-3 -4500 + 1300 - 7350 - 12350 - 29003-9 +4300 -1700 + 3 300 +13100 + 31003-1010-11 -11400 + 100 - 3000 -4950 -24350 -1130011-12 +107 50 - 100 + 7300 +4700 +23050 +1065012-13 -13000 + 350 - 5330 -10350 -29530 -1234013-14 +12300 - 500 + 5550 +10100 +27950 +1170014-15 -250G0 -3200 - 8230 -25 200 -53450 -25C0015-13 - 5300 -4140 -10150 -21090 - S3C013-17 + 4700 + 2330 + 7150 +147S0 + 470017-13 - 450C -2750 - 5 8 -14050 - 4500x-a + 3400 -13230 -13230 + 3400y-a -3050 + 3340 +3940 - 3050
TABLE 2.
Stresses Truss "3".
H ember Dead Load WindBight, Left
Live Load M a x i m a m it i a i in u j
x-10 3300 — 250C —4330 — 5350 -13530 - 5300
x-11 - 450 - 370 300 - 2220 450
x- 13 + 300 -14 = + 10 50 + 1530 — o 30
x-15 + 3200 + ISO + 9050 +15330 + 3200
x-17 + 3100 - 300 + 4350 + 7450 + 2500
x-15 + 3100 + 1150 + 4500 + 3750 + 3100
y-10 D -49 20 J - 4900
y-12 - 450 - 3 9 5 - 300 - 5200 - 450
y-14 + 300 -3070 + 900 - 3070 + 600
.y-13 - 5400 -3230 • - 7350 -13530 - 5400
r-i8 2700 -1300 3900 - 3200 - 2700
10-11 + 1300 +2930 + 2400 + 3 330 + 13CC
11-15 1550 -2300 2250 - 3300 - 1550
12-13 3500 + 2750 5350 - 3550 - 750
13-14 + 3300 -2570 + 5000 + 3 300 + 730
14-15 11300 - 300 17400 -29300 -11300
15-13 37 50 -4150 10300 -51200 - 3750
13-17 + 4700 + 2900 + 7200 +14500 + 4700
17-13 4500 -5300 39C0 -14200 - 4500
2-r Braciny in
alternate Panels
Scale 1=8'
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