THE DESIGN OF A :3.~H1NGED
STEEL 312909 TRUSS   _   ;

Thests for the Degree of B. S
jullus L chmfeld
I937

 

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THE DESIGN OF A 3-HINGED
STEEL ROOF TRUSS

000

A THESIS

Submitted to the faculty of the
Michigan State College

BY
Julius L. Kleinfeld

_ flu—n—u-

Candidete fer the degree of

Baehellor of Science

March 1937

3:3 GI OF TEXAS IIIGLD STlnL 3003'
,

ThULS FOR EEOPOSSD INUcOR :LATIKG Ahhfli

T22 urgent need for a stadium of large proportions
to be used as a cenbination building adaptable to ice
skating, indoor pageants, conventions, and tournaments
has existed now for the past several years. Since it is
the opinion of several prominent citizens that this star
dium might be built in the near future, I have therefore
male this initial step toward a complete design, heping
to encourage a spirited movement toward the fulfillment
of this idea.

The part pla;ed by the Kichigan State College and
it‘s faculty cannot be overpraised. In their conscious
and continuous efforts to improve the life and living
of the citizens of Lichigan and of the United states.
Always alert to be of use to the public, it has intro-

into the consciousness

U)

duced a roll spirit of progres
of it‘s students. Luch more can be said in praise of this
great instititi n, but the gist of all such comnents
would be that of praise; praise for the adninistration,
the fa-ulty, and, e otistically, for the students. I

can only add that it is the duty of the public and state
administration to realize its' dutytowards this school

to its‘fullest extent an give it all the real cooper—

ation necessar'.

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Julius L. Ileinfeld

ljichigpl. S‘ate Ckillege

TnnlelhihY cOhslhfhillohs

The priMary purpose of this design is to provide
an enclosed stadium containing an unobstructed area
of at least two hundred by three hundred feet on each
side. This will be sufficient to accomod te an ice
surface one hundrcl by two hundred foot on each side,

allow for an unobstructed view to the spectators seat-

5...
Cf
Cf
CD

on each of the surrounding three sides and pern'
construction of a mammoth stuge located on the fourth
side of the root ngular area.

It will be necessary to provide locker -roons
for members of the hockey tntJS, rest rooms and toilets
for both men and women, sufficient accomodations for the
public to facilitate donning of ice skating shoes in
place of street shoes and vice versa, dressing rooms
and storage rooms in connection with the stage, and his-
cellaneous such as refreshment booths, tick t offices
and offices of ghe building.

A prelininnry investigation of a Pratt-type truss
resulted in the conclusion that while it is relatively
easy to construct a long Span truss of this type, it's
extraordinary weig t would be uneconomical for this

structure. The use of that type of a truss in the recent-

ly constructed Kansas City Auditoriwu was successful
economically because of the unusually gigantic size of
the completed structure. The use of three hinged trus es
in buildings of this type,that I am preposing, have been
successfully used in the University of Illinois DrillHall,
and in the St. Louis City Auditorium, built in 1915 and
1917 respectively. There are s veral features incorporated
in my design which are a direct result of the improvement
of the quality of steel and of greater knowledge as to
the limitations of the structural materials. Two of these
are (l) greater Spacing between trusses, 50 feet, (E)and
lighter members furnishing the required rigidity and

strength.

DnSIeh DATA

The type of truss to be used will be a three-hinged
open web steel arch. Center to center of abuttnent pins
will be two-hundred - six feet and the heigh from iloor
surface to the axis of the center pin will be sixty—two
and one-half feet.

The loadings will be taken as follows: Snow load
as twenty-five ppunds per square foot of roof surface;
Unit wind pressure will be taken as thirty pounds per
square foot of vertical surface. These figures are
in conformity with present day knowledge and were ob-
tained from H001 and Kinne," Steel and Timber Structures".

The general requirements governing the design of the
steel work will conform to the standard practice for
this type of structure. Jerking stres es used in the
design of the structure will be those standard Spec-
ifications for Structural Steel Buildings as Adopted
by the AmeriCan Institute of Steel Construction.

ALLCHAEL; STnLSSiS (maximum pounds per sq. inch)

Tension 18000
Compression ~499QQ_
r8000 r2

with a maximum of -------- 15000
in which L is the unsupported length of the column
and r is the least radius of gyration of the section,
1
both in inches.—Yr'less than 120 (main compression
members)
Shearing on pins 15500

Bearing on pins, single shear 24000

Rivets will be taken as three-fourths inch in diameter
and rivet holes punched one-sixteenth inch larger than
the rivet diameter. In calculating net areas of tensoin
the dinneter of rivet holes will be taken one-eighth in.

larger than the rivet or seven-eighths inch.

JISQ LOiJu
hind gressnre will be taacn as equal to thirty

pounds ger sqiare inch of Va rtical roof nrojection.

J.

r\-‘
J

Since the friction of air is lig;t ag~inst compara-

S

tively smooth airfaces, it was asswned that only the
normal effect of this_prcssnre need be considerei.

The ancnnt of normal pressure for virging slopes lS

given by Duchemin in the following fornnla.

2 sin A )
In: h( l + sin
in which Fh-the horizontal yressure per Sq. ft. on
vertical snrface,
En-fthe normal yressare yer sq. ft. of
SlOpinQ surface,
A-the angle of inclination of the sloping
sngfice. '
For a horizontal p*essure of 30 lb. Der so. ft., the

values of the total Tn per panel of curved roof surface

are calculatel on the following table.

vle J

4 52-1

f" a.’ f‘

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‘ l.

L) (.3

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balcnlatiors:

l. SO‘CO‘6=9CC

“'38 L30 ‘ C) -' CBC-GO "

D)
Q

01

. ;"
ed'

no 1‘ 12= 1-.;C'OO "

4.(33xoxof)

(25x7.4:¥50}

5. (Ec‘7o4'5J) (2;,x;.4 :50)
e. (ze-c.;vt;) (a; xe.zoazo)

(2.:‘(30 LU'140)
(15"53'50) (12x7o7‘
9. ( 23"7o7’50) {1037.5

io.(iox7.5xao; fio xc.e '50)

En

lbs.;“

Eur 3.) L10

r4.

U

EU

50

r‘ ..

I...)

( I

$.16

2;:

l.

1C3

10

81‘ 8’10 :3

Y’ YY

n n
18:..LO
ltéOC)
lpLZO
1'29 "'70
104-50
657‘
71:30

:31).

8570

7150

H)
d'
0

113.3181“ St.

The cOmposition of the roof covering will be
a 5-ply felt-end asphalt miterial, constricted by
expert workman, and will be elpeorted by one inch
no. 2 yellow pine roofing plwnks; which will in turn
rest on woolen joists, spaced at two foot intervals

on centers.

nnrrnn L AD
(1)

Roofing and sheatigg 10; lba‘2'*16.b0 ==555 los.

Rafters 2"*10/12‘16.80* 4; ==l€6

J
3110‘s", 1UL-d 10080‘2...” 2E.) 14;. = 61-0
1519 "
(2;)
Roofing ani shelting = 5&5

Rafters ==126

:,3 Snow load = 25-6
Sorma wind EOlb.*2'Kle.8O ==733
’44 "

K

F

l
I.I=l 4/10 wl-l/lO 1:54: 16.8 ‘“' - {2,500 "-%':/
max.“hea; S==1554 1b.
Select 2”rlO” yellow pine joists
Allowable stress: bending 1550 lb./Bq.u
shenr//grain 240
Shear l grain 170

bearing // " 1800

bearing " 55
T-' 7“) r"
V LC 'n, U " r ,- . ..._
Fm= i. = d . 00 0 = 1370 1b./sq.in. (aunt-to)

 

1 2 xiooo r12

15nd
.‘ .. . _~ “ __ —. _ . ,.

bu

ei—Ch L116. )0

Design of Purlin:

The design of the purlin will be subject to the
following considerati;ns of it. Firstly, purlins will
be placed a: panel points only. There will be there-
fore seven pirlins ,spaced as shown, for each half
of the truss. Exceptions to the general design of
the purlin I have indicated will be necessary at
the panel next to the center pin, where a purlin of
only four foot depth will be required, and at the
and panel where end architectural details might re—
qiire some variations.

The purlin designed will be 50'(-) from truss to
truss, 5' in depth, and consist of 10 panels each
5 ' in width. The lower end chord of each purlin will
be cambered at angle so as to be supported at the
upper and loner extremity of the vertical members of
the truss.

In the design of the purlin as well as that of the truss
the maximum stressed members ,only will be designed

and repeating sections use; as much as permissible.

- _»,.v

Dns I UF 37-3.4453
fiurlin load 43 54 lbs.
left reaction 2157? lb.
Shear panel (1)215“ - IL 5(“* excl/eflltoy (1554
=l84i6
Bending panel (5)=w1 77x25 - (1554)(25+23+21+19
+1v+1515+11+9+7+5 3+1 )
+ (45 x 25x25 /2 )
=r Legato ft. lb.
=3148 200 in lb.
gee" chord: compressicn, he her
shearing stress =1ei4e
area rcq'd ==le446/lZOOO’l.54 sq.in.
bending s ress =51x8 00/80: 52500 lb.
area regnired ‘=-LZSOO/lSOOO==5.SO lb./sz.in.
Try 2 angles 5W«3"x3/e"

A=’2.ll S =b.823-

II
q
o
N
|"'"
0"
o

r 7-081
1:108 X==.L;9

area furnished==4.22 sq. in.

l/r =63 ASE: = ‘65 01:.
I. ,
liQUJ/l+l flu" 0*1‘ =14, 4:,10 lb.
area reliired is 52,530/144 0 =5.62 sq.in.

are“ furnished is in excess of this and 4.22 sq.in.

P13; 11.23
5 ply roofing
l" yell. gins sheeting
Ceiling

Total

7.00 lb.§er8g.jt.

5.1)0 H H H

7.00 N. H " H
17.50 " " " ”

iaftel‘sz 26—2"810"xl7' @ 7.5 lb.per ft. -l§‘:’7.5%/ra;fte:

Earlin load:

(1( roofing 17.5* 50 '16.

purlins 45 * 50

snow 25 a 50 '15

rafters 25 a 127.5
Total

1/5 wind loai 15/5 15
Total

(2) roofing

purlins

~--' -- 1.3,? ’
wind loadIMax) 25in O-'l7

rafters

Total

(5) rofifing
purlins
1/2 snow
wind load

Total

14590 lb.

59010 lb.‘

42750 lb.

41480 lb.

41515 1b.

Loaer chord: tens;on member

 

 

 

 

 

 

 

 

 

 

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2/f77

 

5x12x‘i‘ - (2,1;77x20) — (1554)(2:+l:3+lé+l4.+12+10
+8+5f4+2}+(45K{LOXl0)
1‘ =2-;-';1';::o "lb. loo 549,552 lb.

.. -—
I

req'd area =42,55L’i5000 =2.75 sq.in.

area of 2 rivet heles- 7/8" dia.-‘2(.801)==l.202

total area farnishel is 4.22 sq.in.

Diagonal:

All the diagonals of the gariin ar tension
members and as in the icsi;n of the previods mem-
s, a design will be “ado for the diagonal car—
r/i.g the most stress, and this d si;n re_estei
for the other diagonals. {Le diagonal in panelIl)
carries the greatest stre.s.

’i‘v=-2;;l:;80 - 1534+(5+1/5)1554+45x5x5«'2

’l‘v -180“O

T -15020/.707-25500 lb.
allowing for 2-7/5" rivet holes, area reqdired

is 2550\3/1eo.::>o+2( .oz;;1)= 2.5

U
ran-u.

try 2 angles 5% 2-1 [2", 5/3"

. :44: Si". "

0‘!

area rdrnished==2(l.;2)=

Verti'al:

These are all comjres ion members. As the end
verticals will be subjected to the greats t stress,
the design will be made accordingly.

Stress=le446 lb.
area rolg'd = l.w‘zl‘;o,/lil'.;”00= .511» sq."

‘4.-

trJ 2 angles 3”xz§”x5/8"

a
n
H
O
tx
(L
a

.el

\I—I—I = . 94

‘7' 080

\|

P4
In
H

o
\‘J
J
1

=ieoeo/ 1 + fiasco-o r" = 145220 0k.

230 ' " 5"" 5HX 5 /'\3" til LLLCS at 70 I; 11’ o ,I' = 1""'/“O 1‘00
\ ~- I. '\ n .1 f. ." ,
lSU.4'-5 xB/okfi " " " 0.0 " " =1215

rivets " 2 50

 

Total =2773 lb.
ou/sJ'-5d.: lo./ ft. (essdmed 55 lb.’ ft.)

Earlin lead:

'6
p
H
'— a
D
can
p...

cieling load 2’00 lb.
20 raftirs at 155i lb. A””-0; lb.

LLlhé-Iv‘l

Total L8700 lb.

Truss load er gancl:

J-

V l“? f ’ -‘ I-‘q' 4‘ . xx. n' .\ I o ' : . ' I ' I A .4"-\ 1 V
¢LOQ.LJ..LL‘., DIlUu-blllb La:.L.L\.LL/U$1.L--E_; l .ka/ .L‘JI
"I ‘1“ "1‘ fr.
;LLLtUlw Uu~

V I"\- . " ‘\ “ '_'A\

 

Total £0510 lb.
gancl lOgd = 20510/£:=13159 lb.

lmlgu1: lul.J/JOXlo = Eh£i%:3;.ft.lor..' rcj.

tl"lS —]_5.0 " 1' n n
V w, _
tr 8: load ;er gancl 25.; " " n u

loaiiz 1g of 10,090 lb. 9e: panel will be used and

the;uaxlunn StruSS will be or ortionroeid increased

in the ratio of 28.5/15.5 .

‘:\14"wr
HU-"J‘I

[1.1 " 1:‘ ' ' ‘ “' \
' u \
.L... -. Uta A:...J.--,..|.LJ-.§.J

“E
T03 Chord:

because of the Vsriaticn of stress in :he tog
chord, seas of the members having maximum stresses
While in congressien 3 lie others have manhnmn
stresses UTen in tGMSlLH, a member will be design-
ed which will satisfy the greatest reqniresent in
eitler case. This variation 0" stress in the to;
chord of three-hinged trusses of this tggc is iOt
unusual and it i" better to Rave the to; chord uni-
forn and artistic in agpearanec than to allow eco-
nOmical and diverse sections to be as d.
U3 - U4 (tensitn member}. S/é"rivcts . 1-.édL s .in.

3=ZSULQQ lb.

A==£CeésgfleOL0-r4(.44£)=515.015 s~.in. neeessar:

2—1;; LIME avg-L." = 8.75 " "

l- 0.3. 15%7/10” ==7.00

15.78 " " farnislei

U .- db (comfiression member).

S='lzia,:00 lb.

:1 -re..;' '1 -l'i-‘:- 3'0 I’lLitiL-U=ll.l sag. in.

(-1 I .4 ‘ 1 (‘ \I‘I' PI‘. . - ‘- r’S: ‘. '1
(4-1.11.2; +01“ J L!“ LrOIQ

l- 0.3. 10 7/l6" ==7. O

 

*7 v H :2 .- - ,- ., -
15.). {U H lelflilblltkl

1" ==l5000 0k. (nsed 15503}
' ' In

U— L10 (tension)

" .. T“,:.""
:3 ”lb Q~U‘J

r — V" "l “
z... A...) glol-o+£(o :-L.)=IOV.L.. 5.21041...
IT .,3 1“" I"‘/‘\ b I n _‘ _| 1 __ r“ v .' n "
Jbb .L... "' LJ‘J l o o --.L V6.- -'(Jo In
"-«s‘v r 1- FT __ YT T T ' 7T 'r TT
)1 .1 _ . - _ — .‘ _. I ‘ —
.mbhldbru 42 4J4 ’ J3 us. , ‘4]. die ’ V5 1 , 1 L9 ’

r --r T .,, 0 ‘I ‘1 .f _ - -(T' .:..‘_,
T - 1%: (.Jé- he), will all UC inmle oi ”1.9

38118 Lllll IQGXLIIJQIW

1;. " "‘,"" " "x ‘.
.LJU—LJ—UAAL V‘-{V-h-=‘J
. '..“"..‘I‘. ‘.‘ ‘4- ..1. .l "‘ . ‘-- . T ~"' -\
Mariana stress occdls in ea“ 5 — L4_and
“ ”fi 1"“ '- ' "0115‘" 0 “'f‘ -f‘ -: 7"
8-1;»... 0 U'uggb’du .LDO CUlLl‘_-r'kuJ_-I.L-o
-: u .- -r' .. . .c nur r , l 3...».
4.4- .u lit. ‘ filo-.xlhliud etl (353 OJ. ‘L‘ {v .JO'U ldobbmfio
s’ —‘ "-1. "'. v-‘ ‘*" . 1 -'-‘ 1]-". 1 IF. 1' '2‘"-
.LJO" L ”(lb 1.‘A..'.J'x.l.ul .‘Jfl 1L4 UI‘LbS OJ. 4:V’U -"JO onCu..1;-o

.. r T .
Inca-1081' .u — .u

C
N

l\ V

Ares rezld.=4 J.oo/1scoo==.7.eo Sqi
2— 55 1b.[s 1,".5 1/o" =2o.;4 " :drnished
l - 0.3. - 16".: 7/ 16" g 7. 0C 11 1:

Total 27.54 " "

lllbulber 4.42 L50

—‘

__‘-rea req‘ :1 = 505.100 [l5000 = 5’7. 5 "

J

‘ ’AI‘ ' I " n r7 '1" “F‘ ’ 4 W H
2.:- {)L; 1'). [S .LO X o l /(J =’ A-IJO L‘/.‘;

2;- ‘.I‘. 16"7/ 1.5" 514:, v n

Total 40.54 ” "

menber L - L ;
5 m

Lrea rei'd.=497500/15000==55.18 " "

2- so lb [s =10" a 1/5 =2o.;; " "

(W '\ " ‘ .‘ n ,- fl 5 N H . ".
L." L10... U LJ (I’LL) 1.3:":

 

Dig¢.ngls — Uz- L53 3;. L,, U4— Lw, W5- L , 3;-‘L9’

'-_ —'r.g '. J-rix ‘ “V ‘t- .. 9‘,'_“.
zulanml Sulobs = lquuo 10. terion

10526-3 / 11.000 =5..5 .12.

F3
c
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H
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m.
fl

_— 5'- ‘ :7 (7 . x" '7 f l- H H
"" L2._,~¢_) +L-(.U‘v'1) 3 4".)91

‘7 .1! n," v! - .rn - -- n .9. “A
‘v‘lfw (-v XL XU/lu =-'_;.£) lxlllio

N #4

.‘

‘ ..,. .,~‘,' 44. 4. w :
(.LeLJD L'U J 01/.USUt4LAKLJ.L.b 10;)

CC
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r r — 4 r1
=c.'/‘o\vu.)+4'(0‘;:“z£) 34-011.) " H
P -|" (4" A "H _F‘ Y' "
é-LS 2.,“ a,“ xa/ -._./:LJ

1" Qlatg‘ lO""5/5" =3075 " H

 

Total 7.21 " "

/ ‘ “ ”“ - 7" ‘ ‘ ’- l - ' c J- r 'V' ' ‘ ‘4- ' (
Eluo guclcs dwu& db COahUUulOHS)

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(’4

Lxhnuers fi - L!

stress =ZQbéJO lb. telpion

urea "eq'd. =ioyéOO 71COOO "14.9r 31.1;

3-" 140L7+1(0’1‘;2) ' 2.13.74: 7' H
4- 15 32Wx51Wr1" =15.00 " " prov.
l- 9.1%,!” _1_ jnxrl’ /l;_,'~." =1 4.; " " "

 

Totgl 17.5 “ " "

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‘ k . r K" {' ’ l..
6‘) L] J . I 'J \r’ / 0* IV \v‘ "\r

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1;- b 1) xu xv /U

.. LOZ-:+AO¢47 \,
“—‘f
I‘- \lI/..“. =O'QUJ

9t“uLS = 1 ,GO
l+-lv“QQ

, .,.~- n '3'
”leniUUL v - 4.42

l. - l
L‘.',- .f'.‘ .—
UuLUuu '-

.00

113,

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6.17

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r {W ' ‘1 'Y

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— 'l' r: r7 r“ n : 1'“
—- I. uu Q" o .1”.-.

‘ . r.‘ n r u ‘ v' » - - - __
big L.“ [P L4.“ (”Q X .. 1: LOOK.) .. 01......
.‘x - . ' -. ,’ 3' I 'Y ._ r“ I’. y. g.
l"- ’_\.Ltc .LJ xu/v _'U.‘L

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C

139/ l.£;=77 o}:

L.llo.a':.fu'lu Si;;'e-.;i.. = 10103?- =lQSSO lb. 0}:

<- . a" 'l ‘x‘.
iileaAiuei AJ -

t4
L;
I
H

" 1' l“ I A. 1T T
AA.€J...DCI 4‘ 444

4.. ,— — '» a'.’ :'-'fi ‘ - "-\' :7“
SJrc's ls l.u,©-v lb. 0.“ IUUULUH

‘

QI‘UL‘. 1"vq'd. ib‘ 11;},‘3’03/ 15000 = 5.0%; 91.14.

.. n". u n l n l H __ "~ 11 H
4-(8 L“ X LN ’Y '.:,‘ "’ 9.l'v|wl

‘ , #- ~ “an ‘ u 3- n n
l- 31..» .LU XL = ._,=.OO

 

T tal 14.00 " “

o = 1_030/1“g;_=131;0

.L... . Cg" x1! .7; g"! '3" 4.x -1? ‘ -,,: . 7 ._ .1
my ”2-1- 9' x; x.» L, 1: we 4,0110:an &. can t

4— A: 3"x25"x<2;" iI‘ a==ll.OO Sq. in.

'1

l-' ;:1:>.‘;e 10’“ ;_," " =5o7O " P

 

Total " ;e.oo " "

frchx'Jarll; le rzgnlooou,

r=:-.o.-U+Co?:’; =‘Lo‘cu
1/1“ =' ZilO/EJV =7 .1 0L.

LllmeLle styeas,
l;OOO

v2.
l-+ L
1.3.0 rL

 

rI -- A.
U ‘11 “A? ‘ "
’ v’b.’ .L‘L',

1C "." fl r-'
1 A O 4. 7'
4-“ UL; = .Luool S A.

rivets gre in sin lo 5 car,

1.6,Qs;w.;/ 2( p.00) =1a.41—; ,

gse lb rivet.

9 in each leg.

Design of she

.: _. ‘; ..'\.
;,in call caziieetixlis:

0
Al '6“'\\Jz

45' ’

goo on

4')
“9..
1/7000 to

-1.
tan .0. = EOJ.OQO/ 5170-750 = .;.23° 15'

 

x =1oo xl 102+ 31.72=573 o 0 lb.

9

gangmm‘vertieel resetion is Ll? :00 lb.

9

-I

If the allowable besring one COLCTCtC feind tic;
is teken as egoo lb. ;er sq.in. the area of the base
Cf the Shoe must be

rr-v

V - l“| {fl 4 XI'N‘ {W = . -: r]. ' " _ O . _ .
{uuUO/t J Bus. e;.ih., at an

ll

1
U

m--'. ' .‘ N» i'.\ .-‘ '1 L“‘/ ‘,-‘ ~ ., . ‘\ -1.. \ ' "1 -. .—. '- . Ir
ilge bCL«-rlll£L gLJ. CL; 08 UHUeil tfie 11:0.-1 (JCL u {L1-LL tILU ;Jll.&

K.-

A.

guest be eifficient to kee; tge beiiiig pressages

Within the aliensble limits, which will be teken as
24000 lb. *er sq. in. aha, the extreme fiber stress
die to ben;iig, considering the pin as a simple been

will be taken within the allowable limits as 25,000

poaiids _er sq. inch.

A c— inch gin will be assumei. The lead bro {ht
axes; by the pin to the shoe is equal to the reectieh,
23?3,0QO lb.

Th‘ width of bearing rt hireic (n the web of the
Shc'ne is

$73,030/e(2i030)(2) =-l.ll in.for eech web.
fiSS$u h; the: a cest—st '1 shoe is used, the
webs will Be use L thic.;.

~, J.’ 1..., .J

(1". - - “_‘. .__‘. f], ‘. . ‘ .1 l‘ . .'
ii.6 10p“; “1.01.13..th {LO-Ail Ud' v.39 GrLJ. bu 91.2U 3.1;.

.LiS C-

;‘al to the res itent or the Loris-ntel end rer-
<3<3mpohehts cf the.gexhumi reectiO:, which is 575,QQO

ill). Th width of beering required at the lower end of
islle arch truss is 573,000/ (2)(6)(24000)=-l.l inches.

The main fidSSGtL ,late gt the joint will be 5/3"

The thickness of the ;ngles is lbllc". Add 2-5/5"
IPleites on each s'ie ,
totsl= 2 7/16”
'thLis is the thickness On each leg of the channel iron,
ziiul though in excess of the area required ,it was de-

Sinzed that a rigid leteil be providee rather than use

m

lesLer number of plates. A clegr sgace of 1/4" is

‘-

;.r0videl between the several members.

g)

The allowable stress for 7/8" rivets,

t1. able she-er --- 14,470

ee:..ri;-g 7/;"x5/.;: I"; OJ; =lL‘l23ij ll...
'i'he rivets cognectiig the 19 [s to the ‘_‘-l>.-tc:; ere

: ‘ '~ 1‘ ‘t‘ "“ .-~ ‘,' ‘~ ‘-. .' ‘I -~ A . r 1 ~ :' ' ‘.
.Ln ‘iOLLUl'q bLAUz‘L’ ”1.1;.1. UOtii [8 “lb LL). '.L...UL.L to L-Ut tb-

., i.~- .._~_ w.... - '__. . 1.. '- , L‘.
,;_._etner . rel the e-liU..‘.'Dle chi--. Viluo .. lVCil , or"...

‘ v\ ‘ q ---‘ '.'. ’. NV. ". :1. ~ “-5 . " . ' "' 'v'n - 1 W- ‘ ' ‘-
kLLJ ~LLLG Q'LC-L‘ \mllAC OJ. a .L 1v Kt 18 1/22.: VKJ .LIJ. LI.-U “bu..-

'\ '9 l‘ . 1r - ‘- x - . -.1 —-. , . . ‘-_ A ’ " fi‘ I‘ N‘ (-I — 1.. 1? - =«~ ‘i
bbl .i .ive.s re: ire- l” cbeuu i44Lk ~c likeos.

.’-.s......i1..jr thut the c3 11;" filler Lletes 2..-; the cl_-'.—-.n..cl
and gusset gietes .ct together, *He tetel lee“ to

be 0 rriel is (geéDJ-rDSLCO)==164SOO lb. ls ‘hcun in

I" ‘. ‘1 . : 4‘11'3 ’ - ' l,‘ ‘ ~ “ r“"“ 1 A"~'i" I- . 1‘ ”If :"‘I . ._~-~ "
trie 4L; .Liil, a.--» C..l..I;UCc_L:_, 1'..'Vob cit; 1;- 11-61 il-__. Cii

Lu “ I H , ‘, d. L4. ‘ .‘ ._ . 4_ v A r.‘ _ .
bile U \ ‘-‘ “I- be U ldJUbS’ M! -‘i U--CJC U' G lALL.‘A‘.’GJ—‘ UL fix?—
I 0' . ' C _ ,- ‘ f: '_ i ' 4|
cts ‘Wal Aral is in»--')/iulLL ‘ldjzer’VQ.
“1' ‘I. “:7 3 -_ 4. -(L' . '1. _ ' . ' a, If _, 2‘ ' y, ,‘ j ‘I ..
:-;;.e U8;r_i.1.-;& Inequ'vl- c Oi -iiC. 1.1.1.11 lb it; 0.....- ”but Mu!

celCllsti“; he homeht cf the resulteht.
“.L. 37:330/2+'£-£l/;L"'=;SéOOO in.lb.

From he table (‘erh”-ie

Ziendb o C 1: .;- the {:1 l 0.11.11 0

w

, o -, r' v ,5 -- .. ' a. .
re s 101 o' -in dltu e
J.‘ I I“ ‘_ a . C‘ .. n F :r‘ .'\ '1
.leer s.) degiJ-g OI o Uv)‘.'o 1.0.

~.+- 4.1 ,4. .,_..,,., .4- .‘3' . _
LLU Lille O\.LUL...1.L‘ Sb ~Lll..:r.LL,G

, ' . ‘ ' 4 a 4. : . v ,:
iiitar Like or _Jh en. tnit is e c l’w gin.

.“_ .- ' -‘ p -‘ ',_u if_ , \ _»I . ,,, -JJ. . i. .'

.LLLe :41). L/Ld-tUQ @112de EU L..'v k—LVLIL L; ‘3]. “0, Lil
-. -a I: ~ ’r‘ 4" vfi . '1 ,' ‘- I" ('\ .‘ "f ' .‘ "‘- "'. “ .. ‘,I . w'. \’ ‘-.- - .. . 7
cruel cc 1.1m case the .‘lelui; Oi Uc--..i iii; 0-. mt) will

a _ -P ‘
m «4:: ‘u L C .L - L
«4- A
UAAG “ll -.‘ eh)

l ., I; L

'0 s V _
\A ‘- l v. — e \ .‘_
.c-o-LJ Lh‘u‘ NJKJ ’

te 1.3 ;_.

C".
M

F1

k“

Sitpn;i

t» _‘. 4‘1‘V
O-.t-'.‘- UK)

of

;
.x.

u_\
‘J

eunut ct.

F".

J..C

_.- .. . 4—
I .7 \ 4‘ 'W
J.._.4'u., Ill-WI.) b

375900 lb.

5 ~v
1' ‘ 4 1 ‘.. .~ "
(-‘ALLLUJ. JauL}

bg.

- ‘ - 4; .-‘4— t 1.. ”a 4.“
(«Haul to J . .- k»(J‘U ~1L¥be LU UL
‘ ‘3 ‘ r N .- ." 3. 4‘ ' “ "7 3‘. ‘r‘ 4‘.-
"4-1.1. Lat; U '7..th LL xAL- LI. L: ‘: J.-._LLA u -
_“ ' . ‘ J. r ' . v , -,; .' V 1
pl L“ C HUI). 43‘ -~ DU .1...) _ J. ‘Jt. " ‘ Lt,;-‘..L
. ‘ ,. n ' ,. ‘ ‘ ,. ,1. I, n .
- .L; l I» EL kl L rlLKL U;v {IL—“(l L. l, 'K/ f

\ 7’ ’ "A. " ‘ / .- I u- - f‘ ’ I“ l-
‘ —— . ‘ -— A L i 1'
O 1- (1,, ‘4 g! w 0 ~ -1 s \n U ’ _ -~ ‘~_.' 0

". _ . 4.! - a. ' 'I f‘ .n. ‘_

‘ C-‘ (P ‘ “x , ~J —_ 1 ! (_ -- ' (
CLLL.) u'. HQ 9119 AL.) ".‘.>_I (,4. ',.'.U u

- - ‘9 ‘ —- v a~ : ' ‘ " 'w . ~ '-

r -° + x 1 H‘ l .. \l r w .
a..-“ UJAb vb; aid A 6..-; 1-04.». luci.u~n
‘ _ _ _ v _ ~ ;n~_ 1 __ 4“

If 1_ ; , i . _| .‘ r) ‘_,' . ‘ I 'l
L. i .L Kay-~01] 4.0-—L) 0 1.1.1.0 VJ. L. .. e 0 .AA.
n ‘ . . J i V o 4“ . 4- 3
\ A ~ _
eLa-..~‘L \L i).y will“ CULAJJ— L; ‘ \.".I. Q,L-C-‘~ U .L
"I .-. 4— ,. J- ,_ . 1 J. -- t .5.‘ .L-‘
I .‘ I 1 ,I 7"“
Lik-L DU u -U L y “L U~.-- 0.x. bile AA;
,. J-..

. 4". 1|
1‘de ulx.;;.yo

.‘LS ifs-gail‘ugx «.11

“o.i¢e ior une ugxlmum reaction
It i; “L-ul to LrfiVldO a SgkIt

(gt L11

1 c: i-

‘Q p _:_I J...
D~ ‘— d 0.; 3.118
L Q ."

‘1 S;.C"L.LL‘L

L ‘4‘1

»—r....1-L

~ - 2* -‘fl ‘ ,. 4- -. - ,
.0638an OJ. tin; Lamar - 4;;
'1‘ , ' .,. _ ' .- _ i. V ,, - ,. ' 3 , 1., 4,‘
l;-Q \AURJ; .l 04. uzl- Lgy---c- .LJ .LQ Lupuiu l.; .4le
h — .~~. . 4",. — -r.‘ 4 ' w 4 ~' - r11 , v :-- - 1.:
LLQU3 .uwlulpl cg, LKLL Lulu .LOClullQ; "Jllo 1/, L.Lhc.w3
': . .. ' '71.‘\,I . 1 " “. ' |\""‘,-‘“ ‘k' >\
‘Ilill U8 DLU»41. *LLU §'.-lJ.O'-_'.Ulo 5.) -~.. L):J~J\z-.=

- r~ _ 1 7‘ . _ I I " I‘ '1‘
lvlblu Law 3 lélpU 1U-

“maria 1.31:. 1..

Lou._

T " C)
H
T":
t
('\
L
(f‘
*4-
F;
.—
P...)
H
v
(a
C)
C .
C)
C)
F4
{'3
o

= 834ij a 2:" pin.
To
1
._.. 5110's; 136;;"1'13‘ 1
sum; derU? . ‘ U

‘- 1 “‘A""\ a ."
L_-’;;(J’(\. U .L L).

I x' -.-«-.‘.'1 ‘ .,
~ .LLlLNICLnLe l3.-- 1.,

 

C 1/ k; x-O l ‘J O

main": a. a" 5/“; is i1..,L';Cl area. 01' 94ng :3:
Lllpd ble StIOQS z lLQQO lb.
t x l' -0.) K 7.0;}S -= Cip‘QOt =LU, gig-J lb.
‘6 =.56 "
anl a 3" is OK.
.-Lct.1~..l ‘0‘.;ildill£ moment 6;.6;O l’a.= SO,SQ-O(t 1’8")

t €1.90” r-gairva, use

Allow 1/;g" ClGLMLLAuG .

STRESS DATA:

member

A- 1
A- 2
B- 4
0-6

D- 8
E- 9
F-ll
0-15
H-15
I~l7
J-l9

Z-l4
2-16
2-18

dead
load

55400
25100
~78100
-ll9200
~96400
-88700
-ll500
-104500
-70700
-25200
27420
60200
204500

248000

299000
500000
265000
265000
258500
196500
144000

snow load

max.
51100
22050
—68500
-102650
~86400
-77800
-99100
~91600
-62000
-20400

24050_

52800
179000

21700
L62000
265000
202500
251500
209500
172000
126000

min.
12450
8850
~274OO

-41800
-55800
-5llOO
-59600
-56700
-24800
-8l60
5650
21100
71800
87100
104900
105000
95500
95500
84000
68900
50500

wind load
left right
64600 10250
45700 7500
80800 -44000
96500 -62700
94500 -60200
18500 -45000
150000 -76500
169500 -97250
182500 ~110800
172200 -105600
121500 -61900
47700 ~58OO
12800 48000
-26500 71000
-45500 92000
—45000 96700
~695OO 108000
-109000 129500
-158000 145000
~145000 155500
-151500 145200

max.
Total

100050
72800

-149500

-225700
~190400
-166500
-127400
-258450
—206500
149000
148200
125000
124900
585500
406100
561000
565000
497500
496500
467500
559700

.member

Z—20
3-22

2- 5

dead
load

90500
66500
-25290
-145500
99250
-59200
42200
51650
-20700
104500
16200
51650
25750
- 8450
44400
-50600
44800
-46500
41250
50700
51700
-54850
~10550

snow load

max.
79400
58400
-22200
-125900
87000
-01800
51900
27800
-18150
91700
15510
27800
22400
-7420
58900
-26850
59500
—40700
55100
44500
27800
-50500
'-9270

min.
51800
25500
~89OO
-50400
54800
-20750
14888
11100
-7260
5670
5540
11100
9050
-2960
1555
-1075O
15700
~16500
14450
17780
11100
-12210
-5700

wind load

left right
-79500 105000
- 6900 55000
- 45800 7500
49000 -51000
~258OO 55500
25000 -26500
-7600 19000
-2700 5000
20000 -5100
-68000 52250
51500 ~25000
-45000 52000
50000 -7500
-55500 25000
8000 2000,
-12000 16500
-9000 10000
8800 -5500
-25000 25000
51000 -41000
~29000 26000
77000 -58200
-27000 5000

max.
Total

225500
142800
-71090

-259400
185250

-111000

94100
59450
-58850
195200
57700
74750
55750
-45950
85500
-57450
84100
-87200
78700
101700
58800

-105250

-57550

member

7- 8
8- 9

9-10

10-11
11-12
12-15
15-14
14-15
15-15
15-17
17-18
18-19
19-20
20-21
21-22

dead
load

90500
66500
-25290
-145500
99250
-59200
42200
51650
~20700
104500
16200
51650
25750
- 8450
44400
-50600
44800
~46500
41250
50700
51700
-54850
-10550

snow load

max.
79400
58400
-22200
-125900
87000
-01800
51900
27800
~18150
91700
15510
27800
22400
-7420
58900
~2685O
59500
-40700
56100
44500
27800
-50600
'—9270

min.
51800
25500
-8900
~504OO
54800
-20750
14888
11100
-7260
5670
5540
lllOO
9050
-2960
1555
-10750
l5700
-16500
14450
17780
l1100
-12210
—5700

wind 108d

left right
-79500 105000
- 6900 55000
45800 7500
49000 -51000
-25800 55500
25000 -26500
-7600 19000
-2700 5000
20000 -5100
-68000 52250
51500 -25000
-45000 52000
50000 -7500
~55500 25000
8000 2000,
-12000 10500
-9000 10000
8800 -5500
-25000 25000
51000 -41000
-29000 26000
77000 -58200
-27000 5000

max.
Total

225500
142800
-71090

-259400
185250

-111000

94100
59450
-58850
195200
57700
74750
55750
-45950
85500
-57450
84100
-87200
78700
101700
58800

-105250

-57550

Reactions:
Left. Wind load right.

Rn - 59000---

Rv = 26500

Dead load.

:Ln = 119250

Rv = 169000
Max. snow load.

Rn = 102750

RV = 148000

Mind 108d left.

Rn = 56700

RV :54500
Min. snow load.

Rn :- 41800

Rv = 59400

Dead load plus max. snow lead--

‘an —.— 119250 47102750 = 122000

RV = 169000 +148000 = 517000 (518.1.)
Dead plus min. snow plus m2.x.w1nd right
8n = ll9250+59000 +41800 = 200,000 (max.)
Rv :169000 +59400 +26500 =254900

\ X '\
\ K
- \

Seating:
Allowing seven square feet per person, and skating
area of 200'x100': equal to 20,000 sq. ft. 1 :1 ‘1

20,000 2:2,856 (max. seating on main floor).

7
5000 seats to be provided in balcony.
Total seating capacity 7,856 persons.
Skating area 2(45'x 250')5‘1OOX~50==58,500
58,500+—5000==45,500 sq.ft.
Allow 8'walk around seating area, the balcony space

provided 45, 500 -[( 2H8 x 250)+-1oox 8] = 58, 700 sq.ft.

3.

 

 

 

 

27

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