A REINFORCED CONCRETE
STADIUM DORMITORY DESIGN

Thesis for tho Dagroc of B. 8‘
HICHIGAN STATE COLLEGE

Arthur William Snow
194.7

JHESIS

 

 

Reinforced Concrete stadium Lormitory

Deeifn

A Thesis Submitted to

The Faculty of
LIC;135T STATE CeLLiBE
of

." 4':- 7". r"Y I " {WTTTI'V‘J TU “ r'\ 7.71)- 11‘1‘ C {‘1 r .A {"3
14.41114"- .LJ-~‘--.'.. firgl 11;. L4 .LL UV 3..“ vi;

Arthur tilliam Sncw
’2)“_-fl~mm

Caneiaate fer the Degree of

Eachelor of Lcience

June 1947

‘3‘ ":'r\l‘.‘ Lv-‘f v...~‘ i,"m
."1~V'i,1 \J.. “l." iii .L

‘CJLY with the generous aid and cooperation
of the departments of engineering, drawing and design,
athletics, and finance, and the college engineers was
it possible for me to attack this genuine problem with
actual existing data, and arrive at a practical workable
solution.

I wish to exnress Hy rest sincere thanks to
Professors C. L. Allen and C. A. filler of the Civil
Engineering Eeoartment of iichiyan state College and to

tt of the Denartxent of Lrawing and

.1
FT)
“'5
80

Professor 3. 5.
Design, iichigan State College, for their help, nat-
ients, and suggestions. Also Hr. Claude R. Erickson

and K . Alfred Howell, consulting engineers, who fur-

soil data and technical advice.

’f 13%»; " .-'
..q_. \_’ L2, J ‘-

u,
L;

'1

.4

INTRODTCTICN

,—

In the school of enrineering a thesis is required

of the :iudent for a Vachelor's Degree. This is to stimu-

late thintin; on a major practical probler, and to bring

into play the c rhined use of a number of his major subjects.
“ecause of thc need of enlar-ing the present

Kacklin :ield stadium and th

even more important demand

L)

for more student housin: facilities, I have chosen to make

a preliminarv stadium dormitory design. To attempt will be
made at detuils or detailing. The purpose of the desifin

is to arrive at a general, practical, uorkahle plan. This

to be arrived at upon consideration of all of the major
factors for their best employ. In other words, an ade-
quately strong and spacious stadium where everyone has a good
seat. And a modern dormitory utilizing maximum siace from

the stadium, yet 918a£ln£ the student in c mfort, conven-

ience, and suitability.

L21- -
\‘1
SK -
f‘!
L) -1 -

(hm-bk)!

South Elevation

south Llevation

s etch of Elevation section
Floor Plan Layout

Framing iketch

Sketch of Fawn Location
sketch of :aetiny Plans

Lketch of Seating Slab

wrrm’ I v r‘
s, .LJ LUL‘J

.A.

hesis on a Stadium Dormitory
I. SEVERAL LA?CET
Seating to meet requirements

Visability

Euilding plan for maximum dormitory space

Pno A ILITY or FILLIia The Ltfiilicsy

H
H
0

20 year research

Future predictions

III. LAVCUTS AND SEX HAL PLAYS

Elevations

Ramos and Elevators

L;

I l! . LT L3.) I GET ’1‘ 3;. T
beating slab
Eeam
Girder
Column

Footing

f‘W“rfiV«‘ I,‘-‘]V/‘\ 7]
1:. 1;."me LA}. \JLII

Seatinj to Feet Requirements

The present seatin; capacity of lachlin Field
Stadium is 23,000 seats. With an ever increasing student
body a larger section for studerts is required and the
school is drawing larger crowd attendence by its national
football prominence. Therefore the fiyure of 50,000 seats
desired by the athletic department would not seem out of
line. This calls for an addition of 27,000 seats.

?ow Ty building up the south end zone (see
Plate To.l) to match the existing side stands, about
§,000 seats will he added.

*7cco {- 336' = 20.6 seats/ linear'

Average L new end 5&0 $ 320 1: 440 linear feet

 

fl

2
20.8 x 440 5- 9,152 =eats for the new end

I

This leaves 13,000 seats, or 9000 seats per
side. Now by doutle decxinj these si es it will be seen
that I can get every spectator to within 315' of the center
of the field, also I will obtain a well elevated vieWpoint.
Closing in of the south end puts the sun at the Spectators
backs and elirinates that low afternoon sun in the eyes of
a large portion of the eas stands. Another advantafie Of
double decking is a narrow building thus eliminateng a
larve mount of irtice room space ior the dormatory. This
will be taken up in elevations.

*Actual figure slightly under 7,000.

Visahility
The existing stadium is designed on a good sight
curve. See sketch SH-l. Calculations for a continuance of

this paactice follow:

I
~‘flWleW9'
gear!
/ -- _T
// r--j/ /
,- /

 

 

\
‘x
\

 

 

 

. I
0 '-1y*"

_ _ C .. 4.! __ A LA

‘Q ‘,/" ‘9

I ._.._._.._...

I/f’
.z’
.m‘wr uw: «cu/wt a 44-51):

Nomenclature

a horizontal distance from assumed sight point to
spectator in first row of seats.

b vertical distance from assumed sight point to lowest
floor elevation of stadium at feet of let spectator.

c assumed vertical measurement from spectator's eyes
to tOp or head. Also the vertical clearance from his
focal ray to the eyes of the preceding spectator.

d width of treads or back to back distance of seats.

6 assumed vertical measurement from floor to eyes of
seated spectator. Equal to sitting height less 0.

f assumed vocal or sight point taken as original of
the sight line curve.

o origin of stadium section curve at
riser
xv co-ordinates of stadium sectio

origin.

2 vertical distarce from tan:
intermolated irom Taole 111 pexe
u b - e X Constants A'
3 a-112'
Due to the distance to the field
ment of change between rows
cirders will be assumed as straight;
ion should meet the following:

x u z
2.17 Ti“ (-43
4.24 2.17 0.65
6. 3.25 1.29

.>:L 4.34 1.72

10. 5.42 2.15
13.00 6.50 2.65
15.17 7.56 3.15
17034 8067 3065
15.51 9. 5 4.15
2 .66 10.54 4.66
23.6 11.92 5.21
26.00 13.00 5.74
25.1 14.06 6.27
50.} 5.17 6.80
3.5? 5.25 7.36
34.68 17.34 7.E2
36.65 6 .42 8-48
39 00 19.5 9.04
41.17 20.5C S. 53
43.34 21.67 10.22
47.68 23. 8 11. 4C
49.85 24.C2 11.99
52.CIO 2:).CO 1.2.01.
54.17 27.06 13.23
55.34 28.17 13.85
56.51 29.25 14.47
60.66 30.3 15.09

20

and the

I1 CUT’VE

W 1 t1}

ent to curve

base of first

0 as
(values
3‘ ‘ (ft. vw” \|
46.6 Qtd.vluil. /
0.”. C.
we)
b-SZ' 6-2.1?

small incre-

ior the purpose oi desijn

1

1. 51
3 03
4. 54
6. C6
7 57
S 15
o. r
2

l
1
13.:0
15.52
17.13
16.74
20.32
21.€7
23.61
25.26
26.90
26.54
30.21
31.69
33-55
“5.24
36.91
70.61
40.31
42.02
43.72
45.43

the

however the construct

“\NFJC
o o {r}

.23. O\:'1(D

(D WC)

zs

Our
0
m

3 f".\ I_ f‘

\T‘. -l O ‘

C
V 1'

1>.p~i>_p~\s\31\x

\ -\N NOC‘
OCCNUW PWUl

Puilding Plan for haximum Dormetory 6pace

The problem of a dormitory in a stadium is one
of light and ventilation. Air conditioning will make
inner rooms liveable but not desireable and also such
mechanical fixtures are subject to failure at times. Die-
comfort or sichn as, cver a few days may toll heavily on
a students eradee and progress.

After a series of arrangements 1 hit upon a
solution that will provide light and ventilation to all
of the student roore. Cf course the problem could have
been solved read'ly in a manner similar to the Chio Ltate
Stadium (inner ward eleeping rooms, eix per room,and outer
qrouo study rooms}. A wore desireahle arrangement is two
men per room and the room large cnou h to permit study.

This plan L's been accepted and adopted throughout the

l
gJ

nation.

Now if I have an eight story building (see
sketch XK-l) the sixth and seventh floors can have Windows
sheltered by the stands elah. The fourth and fifth floors
will have their windows behind steel bleachers, tut a good
percentage of light will come throu h and their iunction
as ventilators. will he as {food as any windows. The third
floor will be lighted and ventilated by shyliihts under
the steel bleachers. The first and second floors will be
necessary for lounges, reading and recreation roo e, and

1

can therefore b. well served Cy artiiicial light find air

conditioninj. This plan should make all student rooms

suitable and utilize all available space to advantage.

PHu”A“ILITY DF FILL7PG T;E DLRQITLRY

Enrollment and Available Space
The following are the enrollment statistics for
Hicnigan £,ate Colle:e from 1926, as secured from the

finance department. The war years were ouroosely omitted.

 

lear No. of btudents
1923 3192
l§27 3503
1928 3816
1929 436
1930 4436
1931 4516
1952 4175
1933 3538
1934 3745
1935 4843
1955 5610
1937 6551
1938 7505
1939 8345
1940 8410

1946 Post-war 15500

The above would indicate a trend of normal growth and
dormitory facilities have always lagged far behind en-
rollment. There has never been a time in the history of
the school when its living quarters have not been filled to
caoacity. Theoresent building program for permanent_
quarters will only facilitate TSCO students. It would

seem a safe assumption that the addition oi a dormitory for
880 will be very necessary Ior years to come. And that
revenue therefrom could be figured on capacity. To back up

his contention is a graph taken from a repoxt to the Rich-

igan Legislature by seven Nichigan college presiden s.

.Enrollment Predictions for Michigan Colleges

 

 

MIA ‘0‘

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

1..-»... 4

 

 

 

 

t t :2

 

 

lll' ‘nDao 73375 IJEIT' Elia

 

 

 

While the influx of veterans has created a "bulge"
in college enrollments, our colleges would be over-
crouded without them, now and in the future.

*The above taken from "Status of Higher Education in Michigan"

LAU’E AFB 'i_‘T‘r§1\77*}‘-.51.L PLANS

- . ‘, , __} "1' -"‘ .. I] 1: 7‘
1;:1xetCiie-I; ;._'.'"."C anc u;‘~.."3

(D

Floor Plans be
Eeneral Features 1
Fire resistant construction, with respect to both framework
and interior finish.
hound deadened floors and principal partitions.
Dining room located in new south end with kitchens.
Reading and Recreation rooms.
Social hall or lounge.
Separate sleeoing rooms with not more than two persons per
room.
Large windows fitted with screens.

Good system of ventilation.

Data on Student Rooms 2

The "tvpical" double room for dormitories as
given by Klauder and Wise measures 12 x 18 feet. The min—
imum area for double rooms suggested by the Institute of
Eccnomics section -- 140 to 168 square feet. The height of
ceilinfs in student rooms should be not less than 8; feet
or 9 feet for double rooms. Path and toilet facilities
should aluays be sufficient to encourage hygienic habits
of iivine. In no case should there be more than 5 students

assigned to one fixture.

1.”The Ecsign of a College Lormitory for ken”by W.A.iowwastcr

2."Planning Fesidence halls”by Harriet Hayes

Tabulated below are the lavatory Computations on

the besis of: toilets - 3' x 4'; shower and towelin: space -

LJ

 

6' x 5'; tubs - 6 x 6'; lavatories - 3' x 4'
51h
Floor 8th 6th 4th 3rd 2nd 1st
1 7th
Students 17* 21 17 16 use 23
stadium
Toilets 36*% 48 36 36 yen's 45
Room

Showers 72 95 72 72 i 192

o
O
LN
O\
H
O
CO
(3
l._.J
O
O
*‘5
q

\

 

(”4 r
s 2
<: 1 "
m
w
l L)\ t
l J:-

5\

W

Ch

_;>

”I“

324

F3
0
H-
93
H
H
{>-
4'5“
[\3
m
(2')
[U
K 71
F0
f-J
1:-
4:-

Avail 176 264 340 160 480
(must carry
lounge load)
* No uni.s

I. ;’W

*ssquare feet

2nd Floor 5 adium Lavs: basis 7 fixtures / lCOO
Toilets — 7 x 4.5 equals 32 toilets x 12 sq ft is 3°4
Lavs - 7 x 4.5 32 12 gag
733 sq it
Ken's space required 384 available 414 sq ft
Women's 554 414

Elevations
Due to limited time very little was done on appear-
ance. Plate 2A was cornleted far enou h to get the picture
in mind then Plate 2 was substituted for better design. 1he
false columns were subsequently added to give the building
strength appearance over the blank elevator shafts. However,

the rain purpose of Plate 2 is to fix the aostract shape. All

details are beyond the SCOpe of this problem.

 

 

.u L
b-1‘ ‘4
n
“6 ~s<
.._'4-»
4... r
"it '.
.--._- '
.n -6
.. ; t-
"
Q .. <
A . C
-4, ‘.
~ 2
at». -s.
v-~»~ #-
4
‘.A..‘ V.
..
" Ar;-

 

 

.\~

‘. L3

3
f D

1.

 

- . «‘2
6
.. , .3
i I ‘-
«1 ._ .1

harps euxi Elevatormi

1

4

1
O
1.)

SIC-4. The plan of

1"

[1 A I1-r ‘— 2 ,‘.~., ‘7 . ~’
sec EnGtCuG p.-l, Uh—h, an

r
L

six sections per side has been carried on from the existing
stadium. This means each exit from the unper stands must
pass 910 spectators and each exit from the steel bleachers
assumirg 1 person per 2' width ner second,
a 6' exit will pass 150 seeple pe rinuie, or clear the
stands in 5 minutes. The two exits nest on the 4th floor

and tie race becomes 9' wide. These peeple from the

bleachers have a start on the peOple irom the upper stands
of 150' of travel or 2% min. be that the 8' ramp moves 240'
people per minute or 500 of the 638 out before the Upper

st nds people reach them.

W

The ramps have a 1 to 4 slope recommended in the
book "The stadium” bv Lyron terbv. The elevators as an
auxiliary aide can he employed and will facilitate those who
are una*le to climb or sillin: to wait.

The elevators have 7' x 7' cabs and can carry 20
people. It must serve 56 students. This should be adequate
but could Fe reduced or enlar ed very easily upon more study

0 f the p roitrlezz". .

 

 

DLDIEN TEsT
The purpose of this test is to so through and
make a quick check to the footings to find out how large
the columns and footings will need to be. This can be
used as a basis for determining the feasibility of con-
structin: with reinforced concrete and at the same give

the writer some design practice.

Seating slab
See SK-S, SK-E, and sK-6.
For the purpose of design ssume straight sections between
girders.
Y heighth from good sight formula y:: u +-z

56 x 30.68 r- 15.34 + 7.04 :1 22.38'

1‘12

SEX 41.68: 20.84 4. 9,38 ,3 31.22.

112

5g X 60'68 30°54 15-09 45.43 corr'd to 45.50'
112

 

 

 

1 ,
31’- 3” ”'“0‘” 19’—0”
Dead load
weight of steps

Ht Of A risers 22055 = 1.59' or 1' 7"
14

Ht of E risers 5.8 : 1,77' or 1:_ 9M
14

Ht of C risers 15.28 c 1.91' or l"-ll"

Design of Seating Slab Continued

Assumptions:

Girders to be 56 - 18.67' 0-0

3 f' _
Beams to be horizontal dist apart f: -
f -
A - 50 - 6' n5 -
5 v -
Logo-
B - 11- 5'5, IOLO-
2 cover -
BM -
C - 18 - 6'
3
For design use 6’ c-c

clear span 5'

100
100

85
_CO
3?59/'

BM - 1 335(5)2x 12 - 837C;”#
12
am - ch - 1350 x 12 x
2
d2 '400 d-

Live Load -
Impact -
Step Load -
Slab Load -
1/5 x 150

11 "’ 2 + L05 " 3.5"

"' 0242 sq H

.403dx
2|!

8370

Aq-
L EOOCOX.8$7X2

m -
fsjd

Try 3/8 ¢ bars e 5”

Bond - u - V - 205 allow

fifo jd

205:150-5zx

335/2 (5) -
. :‘o : -—

or 3:: H

335/2 iii -
12x.bS7x2

X — 3.56 spacing

Shear - v - V — 40.2 allow

.1

ojd

use Positive steel 3/5 ¢ rode e 3;" c-c,

begative Steel 3/6 s-rods s 3;" 0-0, 1.5

*2 means
- means

sigma
equals

 

3000 psi
1350
20,000
10

150
lCO#/'
100%
1.5"A
l_wl‘

12

 

60 CH

1.5 from bottom

from t0p

Desifin of Guard Wall

 

 

 

 

 

Wind Load - 20 /' Assumptions
Thrust - Z: /'
95 /' Letroit Code 1936
,. f' - 3000
as - 1/2 (95)4d - 760 x 12 - 9120"¢ r0 - 1350 (1
n0 - 10
AS - C120 - .210 sq " vC - 60 ‘
2CCCOX.€~7(2 5 u - 150
H - wld/2 *
Try 5/8 0 rods s.6" c-c '
Bond - u - 380 - 73 allow 150 OK
2.4x.€67x2.5 I
.
Shear — V - 380 - 14.6 allow 60 CR .
12x.867x2 .5 g - 1
USE 3/8 d rods e 6" c—c, on centerline 5" wall. 3 :
Extend steel 15" into L1 {1;

Design of El

 

W — _l(w)l? Assumptions
12 ;5 f; - 3000
, Waco..- f‘ _ 1350
0
Clear Span 17.5' iKZ// 1 T. n - 10
f5 - 20000
Slab Load - 335 X 3 - 1005 VG - 50
Guard Wall - 150/4x% - 300 u — lEO
Beam Load - 150x3x5/6- 373 r - 1 wle
10LO” l2
2 ' cover — 2”
1 - ;_ (1680)(l7.5) 12 - 514,000"7
12
N - 1550(36)(.403d)(.867d)
2
d2 - 60.6 d - 7.8 or 8" h - 8 plus 2 - 10"
A - 514,000 - 3.7 sq" Try 8, 2Ӣ rods

 

5 20000x.867x10

Eond - u - l680/2(l7.5) - 111 allow 150 OK
6x2. 4t. t57x8
Shear - v - 1680/§(l7. 5)~_ - 59 allow 60 CK
30x.8o7x8
El Continued

 

Bl Continued

USE Positive steel 8 ;Ӣ rods 0 4" 0-0 2" from bottom

{

Negative Steel 8 %"¢ rods 0.4" 0-0 2” from tOp and
extend to inflexion points.

Design or B2

 

Span Length - 18.67' Assumptions
Clear Span — 17.5' f5 - 3000
fc - 1350
Consider beam of rectangular cross- fs — 20000
section and continuous. n - 10
vC - 60
Slab load - 335 X 6 - 2010 u - 150
Beam load - 150 x lfi- 188 cover - 2”
(17.5"plus11.5:; 21981/' b - l2
2

 

M -_1 (2198)(17.5)212 - 673,000";
12

M - 350(12)(.4030)(.8370)
2
d2 - 238 d - 15.4 or 15.5"

 

h - 15.5 plus 2 - 17.5

 

AS - 673,000 _ - 2.51 sq"
20000X .837X15.5

Try 5, 7/EӢ bars

Bond - u - 2198/2(17.5) - 102 allow 150 01
5X2.Cx.€57x15.5

 

Shear - v - 219812(17;§} - 119
12X.E57X15.5

2198 x 8; - 19250
RL - 19250 x a - 14,400
Vmid - 1/3 x 14,400 - 480 vc - 4800 - 29.8 or 30

12x.867X15.5
B2 Continued

B2 Continued
K " I€X10;‘ X ' 6905
i9
Load - §XSSXS9.SX12 - 24,
One stirrup carries 2 x .11 x 16000 - 3500;
24600 - 7 3/6"¢ stirrUps
BSCO

Bend up 3 bars tnen 2 bars and extend to inflex points

Effective ‘ent up tar spacing 11.6"

SUpplement with 5 stirrups spaced 5",7”,8”,€”,10"
reg? ative steel
To find the neutral axis
g-;7->TX/2(12X) £31.U.SZ’JC(X minusig) —
EJ' p d7(15.5 minus x;
i7 6X; plus 30X minus 60 - 418 minus 27x
.1 6x: nlus 57x - 47s

x336: xd nlus 9.5x 61m 16 - $7.5

 

 

 

 

‘J ‘ X plus 4. 25 - S. 9
X " 5065
CQX 13.5 - 50 X .55: X 13.5 - 257.0 fc
ch 15.5~1nus5;66. gfcx12(5.65)13.6- 460.0 f0
J
5j.7 f0 (2(.O 1C
a - 15.55"
I», " 6'73,C)C)O"‘tj"l
T - - h731000 — 4S,EOO
13.55
fc - flg2000 - 925 psi allow 1350 0K
53.-
f8 - 49809 - 19,900 psi allow 20,000 0K
2.51

therefore 3 sq" steel used on tOp and hottom is OK

4

USE bent up bars
Positive steel 5, 7/8" ¢ bars 2" from bottom

regative steel effective from bent up tars.

.laflueijaggw 3.4.11. . s
. J. 2

-
. .,....5. .6 .3 H...

 

 

 

 

Consider 31 as a T girder with Assumptions
2 concentrated loads and its own
distributed weifnt a - 3000
P, g f - 13 5.0
span length 18' ,1; 1 rs - 20000
1 I'IS’ VC - 60
Clear Span 16' u - 150 m
_ N -_1 wldplus P111
ix 18 - 4. 5' or E4" 10
3.5 x 8 - E" overhang b 18"
d - 23
For b' use 54" cover — 3

M - ;_ (l.5)(g§)(150)(16)212 - 2,920,000"#
10 12
To get an estimate of steel A- - 2s2occc/200001.567x25 - 7.45
(54X5.5)(Xvinusl.75) - 74.5(2ltinus X)
265.5x - 2046

 

 

 

 

 

 

X " 708" 0“. _ _ 1:
‘ . - v 0 IL..- 5; #2.“- ,I 1, ' . EW-I—“Ic‘,
5(14. 350) - 742 psi .«?-1mn
7.8 ‘2 1
COTp C Arm L abOUt tOp cEWfirrfinn - '4i1,7'
.L_____,

3' 51(711'2- 2 3C5 3.:XL—l 75 2.550
is 5x608—1062 3. :x1/3 1.15 123g

5057 5752

Dist from C to t0p of girder 1.57

Lever arm of resisting couple
2} minus 1.57 - 2143

C - 2C20000 - 136,000

21.43
c - {(1350 plus 742) x 3b - 136000
b - 156000 - 43.3 CK

 

1046§3
T - c - 136000

AS - 136000 - 6.82
20000

Going back and substituting 6.82 for 7.45 sq" try again

01 continued

Continued

1.)

54X3.5(x minus 1.75} - 68.2(23 minus X)
189x minus 331 - 1570 minus 68.2X
x - 7.4

3.9(1350) - 712 981

31

Comp C Arm K about too
3.5 x 712 - 2495 x 1(3.E) - 4360
%(3o5)638 — 1118 x 1/3(3.5) - 1295

3013 505

Dist from c to tOp of‘beam 1.C

23 minus 1.57 - 21.43 0K

Lever arm

*SE two rows of tension steel
12 bent up bars 7/8"¢

 

Pond - u - 43,450 - 64.6 allow 150 OK
12x2.0x.6o7x23
Shear - v — 43LLFC ._ - 121 psi

 

15X.€67X23

at the first conc. load v0 - 39,€83 - 108 psi
Inflexion point is 2/3 dis t to first concentrated

10a- - 2' run 17 bar dia. past - 595"

JC Report 019 b S - 1.20(16COC)(. 0557)(2 3)(l.414) - l 3
47L5 or s

5
J a
The bent up bars will then ta1e up C40" lee ving 32"

57” 16"

f)\

51 plufl A7 (72) - 3578 x 18 - — 20 stirrups (Don't use)

 

r0
., (D
.p

 

PL;
b$0
\fi
C1
on

- 8 stirrup: e 4" c-c

3/C 2

m
("J

W
o

534p1us A7 (32) - 1500 x 18 -
2

 

 

K)!
U1 ,
ON")

Negative Steel

To find the neutral axis

x/2(18X)01us 72(x minus 3) -
64. 8(23 minus X)

-—'~-—-a—-q—_-.

9X2 plus 72x minus 216 - 1490
' ,lus 64.8x

X2 plus 15.2x

X plus 7.1 - 15.1
X’C”

 

   

Gl Continued

 

 

Arm for CS - 23 minus 3 - 20" Cg - 72 x .67fc — Aifc
Arm for cC - 23 minus g , H cC - gfcxiexg - six"C
- ac iaer
c
C - T -_g22OOCO - 145,COO
20
f0 - 136000 - 1130953 allow 1350 C"

 

129
f - 144000 — 20,?CC but with slab steel the stress

8 —-—e—-— .‘ , 1 A .
7.20 would go well unoer2u,OCO allowacle

Since the slab reinforcement is parallel with the girder,
a transverse reinforcing must be in the slab over the

 

 

‘ ”r1_o 1 _ r— [I , _ ,
area usea for the T wfllCfl is 34 . ASSULpthnb
If 2 77 [f -, F2 r) L, I: N '1' Vi: - :3) :J
L - w — ))J A 1.3 (1;) - {JEC # o - g

2 2
AS - 4520 - 013’ Sq. H

 

2OOCOX.ES?E2

U59 %"¢ bars 3 18" 0-0 OK ACI snec min 3/8"¢ Lars %@ 18"

Bond - u - 492 — 258 Use special anchorage

 

1.1x.$67x2

L ‘__;§QQQ_(%) - 13.3 or 14" The firder being 8" will
4XlSO supply 9” so the bar should
he 64" long.

 

 

orear - Vc — _ 4‘2“ . -23.7 allow 60 CR
12X.(L. x2
Design of Room slab - 2 way
Dimensions 18 x 18.67 L.L. - 40#/‘ Assumptions
f; - ECCO
Live load - 4 f - 135

Plaster - r2 - 2COCO

 

 

 

O
5
Linoleum - 6 n - 10
4s" Slab - E6 VP — 60
107#/' u" ‘ 15
b - 12"
t - 19 x 18-62 inns .10(73.5;ll - 4.08 t - 4;"

I
«NE
N0

 

 

 

 

 

 

 

Room slas 2 way Continued
s; t 41" Table 5 JC Cooe 811
P08 1 - .OEEWA_E
Pos N - .025x107x18x18.67xl2 Vex I - .Ofifimsfi
Pos M - 10,750f
R - 107.0 - C? 5 oci
12x 32
1 h H
AS- 0750 - .21 sq
20000X. 51W r3
Use 3/8 d -ars - 5;" 0—0 — .leq" center half
3/8 ¢ cars - 10” 0—0 — .13sq" outer -quarters
Bend alt bars for leg L and ota. er 061-
139,. 1 - “-53 x 107 x 15L x 18.57 x 12 - 14,200
R - _“13Lgoo_ _fi XXXKXX 132 psi
12 X.”2 '
A5 - 14 200 - .28sq"
” 8C”CCL.QJ7X)
Truss reds — .13
-. / .
TOp rose :0 e S"c-c- 415
8 .28 sq"
Use tOp rods 3/8 d rods s C"c-c 1.5” coxn extend to inflex.Pt.
v - 107x18x _1V.CZ - - 5 psi cu
4x12xl7<.d«7x;
Bond - u - 107x1€x19.77 - 85 allow 150 OK
4x12x2.hx.tu7x3
Design of 35
Clear span - 17‘ Assumptions
g x 18 4.5 54" r; - 7000
3 x 8 — 24" overhang fc - 1350
Use b' - 54" f - 20000
s
n -— 10
From slab W - 2x107xl8x18.57 - l7900¢ vC - 60
4 u - 150
M - Wl4/3 cover - 2
r - 3 x 17900 x 17 405,000"" b - 7
3 R - 229
t/d — 4%/12 — .575
“ _ n n _ ” i
Q {tinQR 12 GS Continuea
229x12—

G5 Continued

 

 

As - 405000 - 1.97 sq"
20000x12x.857
Try 4- %"sq bars V - 17900 - 8950
2
Shear - v - 8950 - 123
° 7x.867x12

Bond - u - 123 x I - 108 allow 150 OK
2 x

a - §3_x 102 - 52.3
123
Av - 7 x 52.3 x 63 - 1.38 sq "
2 x 18000

1.38 - 7 use 8 stirrups spacing 2, 4, 5, 5, 6, 6, 8, 10
.22

Negative Steel
&: to find the neutral axis
X22(7x) plus 20(x minus 2) -
18(12 minus x)
3.5x2plus 20x minus 40 -
216 minus 18x

 

  
  

l4!

 

 

 

 

 

x2 plus 10.75x - 73.2
I“ X plus 5.4 - 10.1
x - 4.7"
OS x 10 - 20 X 5.75fc X 10 - 115.01‘C
.1

Cc x12minus4.7-éfcx7x4.7x10.4 - 171'5fc

3

28fc 226:5?6

a - 10.22
T - c - 405000 - 39.500
10.22

fc'- 39,500 - 1315 allow 1350 0K
Q

L

fS - 395500 - 19,750 allow 20,000 OK

Use ,fi" 0 bars 2" from tOp

Desi n of Corridor Elab

Live Load - 100 Assumptions
filab Load — 56
Linoleum - 3 f' - 3000
Plaster — 8 18 - 1350
170 3/gq" re - 2000
n“ - l0
Carry t - 4%" to match room floors v - 60
. uc - 150
n - 1*(17o)(10.25)d12 - 17,450"; t - 4;
l2 L.L. - 100

 

 

' - 135d<12)(.L03n)(.Fv7d)
. 2
(2 f P’ -’ - H
d - 0.1/ d - 2.~« use d - ’
A. - .1113?“ _,._ _ “ 3330*"
20C‘CO;~:.C 73
Fond _ u - 17C/2(10.2El_ - S6 allow 150 CK
3 1:- CL' ’ v"
,’-./«"~°'~' ’ \

allow 60 0K

\.
rn

shear - vC - 170/2(10.25) — z
I“ 1 - 1’7
Positive steel Use 3/8"¢ hare Q 4”, 1.5” from bottom

Negative steel Use 3/8"¢ bars 0 4", 1.5" from top
extend to inflexion point

Design of BS

Consider the monent as being made Assumptions
up of L the corridor slab and i of
the room slab. f' - 3000
f8 - 135
Span length 18.67' Clear Span 18.09' fa - 20000
n - 10
Corr. slab load W1 vC - 60
4.125x18.09x£;§x150 - 5170 u - 15
Wt of beam ext. 12 L - 1 WJ.+ W
23.2.1;- x 15-0 - 412 112'
144 5248# b - 9
d - 10

B5 Continued

 

.u .l;l .3... . . ,1.
h n
g.

91...

 

Design of B5 Continued

Partition load studs - 2
plaster, lath -16

18

18x17.67x9 - 2860§

Slab and beam load * fi248#

7IGE#
M - 7108(18.o9) plus 9000(18.09) - 57,900'4
12 "3‘

M - 57,900 x 12 - 455,000"#
t - 1350(10) - 4"
T - C - 455.000 - 52.500 3350
10x.837

m
.0

AS " 52.500 " 2063 "
20,000

Try 4, 1"¢ - 3.16 sq"

c - 1350(4b') - 52500

 

 

 

 

 

 

 

 

 

 

2
b' - 19.5" allow 54"
Bond - 16108/2 - 4 allow 150 OK
12. x.857§10 '7 J Jun“?
- I 7106* 1
Shear - u - 16108/2 _- 103 T
9x.867x10 '
x - £2_(ll2) - 46.8

2(43)(46.8)(9) - 9080
2x.79x16000sin45°- 17,800
effective bar width - 8" leaving 38.8

x - 192(58.8) - 54.9

 

 

 

 

112
A, - 9 X 34.9 X 38.8 - 0362
2 x 16000
.362 - 1.6 or 2 stirrups

 

.22

USE 4, 3/8"¢ stirrups with bent up bars
Spaced from end 12, 6, 8, 8, 10

ES Continued

 

Design of E5

Continued

Negative steel

 

 

143$”???— on fire? X/2 (S,

 

 

 

 

 

4.5x

plus

to locate the neu

tral axis

x)plus28.44(xminus2) -
i 31.6(10minus x)
2plus60.4x

01-0/4 'Mfii 9n X‘iplus13.3Xplus
a. , | x a

3065 "

372.88
44.1 - 126.6
11.35

X - 407”

187. Cfc
.4- 177. C1:
334-. (‘10

GS X 8 — 31.6x.74f x i -
CC x 8.4 - :fgx 9 g 4.7 x

 

T - 0 - Lsscco - 5
15

\J'l

,900

f8 - E§.?C0 -
901')

17,700 allow 200C0 0K

f - 551,90C - 1250

1550 02
C 44 5

allow

UCE Positive Steel l"¢ bars,

Negative Steel fromm bent up bars

3/8"¢ stirrups

Design of Column 34

Min permissible column size
12 x 12 with 5/8"¢ bars and
l; min cover.
P
Load
It is recognized that an
eccentricity does exist and
should be designed for but it
is bevond the scope of this T
problem and to get a roufih
heck on footing and column
sizes it will lse ne lectod
and the load considered
centralized.

Hot-VCR:
mm 0-
I I

bearing

C4 Continued

bend up alternates

extended to infles

point.

Assumptions

5000

.01 to .04
20,000
;"dia.

spaced 16 bar dia

48 x dia
or least dia col
- 750psi

      

*. 1’” “.1 ‘
g 1‘11, 3'
i .
liW:'.h 31“. h. :13.
'I.“ él n'

       

‘ _| h .
-- t 11‘;
'+‘-.
. I
'l. '- H.
in? . ‘v F13“
. ' L: ’ Y .
5:”? . J35..." E. -
«a... 13?; ”i
. H ‘
.’-~. —'..'3:':1.
a" 1.3.,“ ‘11
9 ‘.-:.',If
F '. ‘ it ” -
:‘5: '7.“ :L‘ .
I '." 1".“ ""
....L_ ' 1. ‘.. 83‘ '7
' .3» " 5.”- 7E1
.. .1. b ..
Ta". )1 —- ' .
""3 ' r---. 3 -:3
‘ ‘ “’21 78:.
"~53!" . ‘t‘tr'n. ‘
.1 '4; - {,0
- 0-. ' 1
- m _ f‘l ,
2. " m
1.“‘.‘\ . 4
-1 ’ I: .
J. ' . .1
4 z .1

1' 1"...

CH4-..-

  

ou- *_. ,

wry
1'

111'

3;, 1-.
1. r

1‘]

h"

I!

abs

‘1
w 9
E:

l

   
  

n1
4..

O ‘4
"~:‘ I; I':: I.

  

14s

' 7 r- 5;.—
{T} "7'22. 1..
’ . "F“ #1
~4 tr“
u...‘ _ ,.' n,.""
.H' ; " r3:—
-._ _ up: .1.
.5 ' __-'p:-._. .
' :_- hi :-
.' 1‘ _‘_“

1‘1 fl '

   

”4&4
ll

.. .‘

898”
:" '{7

Desi n of Column C4 Continued
W1 due to Gl - 42400

W2 due to T2 - 38500

W3 due to G2 - 21?30
102830
2' col. wt. __ 300
103150?

A - 103130 '“'4 - 141 sq"
675(1 olus [10 minus 1).01)

 

Use 12 x 12 with 4, 5/8"¢ bars in corners w/2” cover

Wt of floor system loaded

125310 9th floor for storage will not be
reduced

 

A - 125316 - 162sq"
675(1.15)
Use 12 x 12 with 4, 7/8Ӣ rods, 2" cover

"1

C)
t 5
,1

' 7LOCR WT reduced live load 10;
corr. slab - 10200
Foom slab — 16750
G5 - 2030
P5 - 2040 31020
7t08 fl col - 1 00
wt above 8th 125316
150104

A - 158104 — 215sq" 12 x 16 - 192
5750.09) 4, 7/815 - '24
new p -.0125 213
[Jse 12 x 16 with 4, 7/8"¢ rods, 2" cover
C4 Continued

  

. 1 _ 1‘:
a; . 1‘ .1 “,1
.“‘::"§:‘.4411I":’ ..1 1

7 .

P

~j 1..

     
   

. w“:-
v / .._.“‘
.- L' 1"
_ .. .4
‘— u".
..“" “
—v‘,_. a. J,‘
-. . ..
1-x; - -, i_
fly—— M: '- \rh».
-' 9 .7 .CL‘.
A " "‘: r.“
-- ' i414.—
4; . 1.3.. ‘t
_! 1 :- L
7- ~ .. 1 .. r~
._.. . ,
n — ‘ a...
. '2‘}. y,
.. ._ ,;
.ufl .“. ”‘
...- .
’u .. 5‘ 4.“ _T'
V " . 1' . -.
"'2, -'-I up” ‘
‘1 .- “Cg? ' ‘
\ _:1 L “
~ ... r.
fi-..~ .I—' 4...
:2"; “‘“ "'T
“3:“ ..‘. E 51"
L. 9* g ‘2 - 3t 7
"":.-.' .f.."""
Y, ;.' 3;”:
'fi' . v-‘F'- .
«.4, 541?.“
" ~~1§
' _ .—A._ I
. |.J~ _
1L1“ '25.
.. P
"4 ._ D.
a, 3'21”
- A.
. . ._ _
. .—

rt;

44444441

' 1

4411i"

)3

iwwfi

  
   

W -.. -. I" 7 :
flM,1;, ..u 3

 

'9'

Arms
4%

:
:444

1‘

1%

"f

1
Win

I
I

3wwfififi

4‘
-r

‘f

{:IJ'I
L . . .
lflawmfll
Ill-k8 .A

‘4
0

‘~‘

:wWfifin

   
      
 

l

[Sirfljfi'ngnf

l_. “’1 ‘

. ‘ 1’,“ ‘7’ ".
,l ‘1“ng J. ,
1,... (

44'3
m

f

      

!
1 I

I
5“”

‘

 

1'“
I

T

014

444444

N
Hi

I 911'i‘11 a”

    
  

Lesign of Column C4 Continued

7THFLOC11WT reduced live load 10;
31020
col wt 1990
wt above 7th fl 159104
191114

Ip-
I

191114 — 260sq" 12 x 1m
E75Z1.cg5 6,
new p - .0157

A - 191114fi - 242s
575(1.1:7)

 

Use 12 x 18 with o, 7/t"¢ bars, 2” cover

QTH FLCWR WT reduced live load 10%
31020
col wt 2580
wt above 6th fl 191114

 

A - 224714 - Eofisq" 14 x 20 - 2
675(1.09) 1.7/82-
new p - .c128

DJ C')
v\ 0

\NJ
H
OJ

Use 14 x 22 with 6, 7/8"¢ rods, 2" cover
to save on farm work.

533 FLCOR WT red uced live load 10%
31020
col wt 2740
increase in last
col 150
wt above 5th f1 224714
2523?

 

_ 352 14 x 22

I
\N
«.10

 

 

:3
0
g
U
I
O
F)
\n
.p
K)!
.b

9':

ee 14 . 22 with 6, 1Ӣ rods, 2 " cover.

C4 Continued

l

m
xx+4
Ch Ox

 

R)
LT!
I'D

ON C?)

L-

14 X 2'

xx

'0;

 
     
   
  
   
   
     
   
      
 

- _",'2 -
,. 4 :3
:- '. r
.‘ .
42321
‘1‘" L- B: .
_'- ‘ hr .
-1 .4 .. .7
,, L ., ,
1,. ' ,1 _ .. ,
"‘ i" E'.‘
' 42 1.-
I -. :3
E“ ;=
"- E : ,
T: a ti.—

1
1 C

L.

T:f’jfifi

1i" ’h‘
hr}

{‘1

u
1

{wwwww

m

r
I
p

b . e ’r.
_ - ' — a» y ."1
'§:+-}t)-',' 1“"-

I 4 ~ ~ I 'l
i

Jl~v-

EMS???

324

r!
9

41411131244444 _

1‘ "" ':~‘--.‘.-
. _ ..‘ IA .;.;v‘|-i_ o.
3.1!, V - I. . 3 ....
~_ ‘ ~ -I‘ 1
o 3 A , 1'
. Q
a 'I. “
b. .
. - ‘
A u» |
i "I'

- "Irn
.‘:~~.‘~

?

..
.i A: i
‘w :1'Ti’- '1

"' -' gig

F

n
u

4

   
  
 

n'L' Iv
. .. .
1"
| .

.1"
.3 .
W"

:4

Q?

”W2

  

I. n I, I ‘
flu iflw
A"? f‘filfi'fln «sz
H**-1¢bmr:

I

;zw

.‘ 1r-

2';

;H'M

:m
“a!

1

      
   
 
     

:15

344;;

314m4114

.
. _,.3
3' V :3:

4
|
I L

f,i7

Design of Column 04 Continued

‘V

444

AP'

‘ I
ix?

| 0
iii?“

2

(h ‘ ‘ J" '
.. 19‘ i
'g.- ‘., r '35

4TH 7LCCR WT reduced live load 10%
31020
col wt 3600
wt above 4th fl 2§§634
293254

‘ Iii-J Ad I!
in.

“Hal
4

ri3'

}H‘
223441

4
444

p

444
F! '

 

”I
.

I
”5'
a
I

We?! " 1'
.t
4

1_ V "

‘I , | 1"-" P.
.434 ..'
. ‘_ if 1

a

.. . . .

 

A - 2¢3254 - 3€8 sq" 14 x 28 9
675(1.09) 6, 7/84 - 3~

Req'd for p -.Cl 360 plus 36 - 396 CK

~‘U\l\)
i

 

' .

“I.” i... ‘

“:1" y‘ ’ a.
V ‘ L

494

,f1‘: :If|.'

Use 14 x 28 with 6, 7/8 d rods, 2" cover 32””22:

.I 1 F‘
.<_ .i‘h‘gha—fi

i
‘~

  

Til":

ill:

I 31";972

32D FLOOR WT reduced live load 10;

31020

col wt BSCO

wt above 3rd 1193254

757
A - 327874 - 447 14 x 28 -
575(l.09) 6, 1 fl -

new p — .0121

hfiégfiarr,

\:l:7

, ’f” {lr‘H
- 1

x4

I:*- x (:3
\Cll':d h)

4
4

.r
u:

 

A - 227874 - 439 Use 14x28 w/5, l"¢ bars. 2"cover
~ 1

2FD FLOCR WT reduced live load 20;?4
29850
col wt ‘ 3600
wt above 2nd f1 327874
3613 24

 

4 - 361324 - 4Sleq" 14 x 28 - 392
>75<1~OS) 6, 13¢ - 76.2

1,] (53105 I;; "' o (:> :1.i:3 2;?

4 - 361324 — 467sq"

673717146)

Use 14 x 28 with 6, 1 %"sq bars with 2;" cover

  

A A. .
u
1 . n ‘ I , .6
- A n.. .; - - .- . .
5 .. . v t s - ‘_ ‘f . v, .2 . 3 .. .. .- v 1 .- ,. - J. . . .: 'I ,. :7 . -. ~.
. - I . . ,, _ , , . . -. ,_ ‘ . . ,m. _ x . . . ._ . , I n . . . ., .. , .. 1. . . .
. 1 I. . 1 a I . . A

A , - I - . u: . . A .. . - Z . . - . '. . 'I .4 .-l-Ae-"1 A 13.. A A g I,

"F" - '4 -.- , l v 1: A . , :1 r’. _ L. . , ‘ v

' ‘. r .. n . .' A . , I. V5 m. .I. ., 7, ;.1‘ »1 h ‘ I w]. y, " Hf ’. .7 . Y ”‘34:.‘1 (n, .
—‘ A- . . ,4, .. .1 1 l 7 . 4 I .1 . .4 04 '- .1 ’x "‘ in m -u.! -“ '
7 . ‘ ' . i . .
. . ' '

44;.’

I.‘ ‘ 1
943

C4 Continued

Ul‘f!

. . I .
L'Lllmfmr;

L
n:- 5-
-9- _
._...:.-
7- r.
r _

H

.. W.
WT.NW”

”y

        
  
  
     
  
 

5?

f{;343

. l

-. -
2‘" ?—~ 2
H... .
d “ ‘fl --. 1
3: ' r
:. ’ ‘ - ‘- J
3"“ 'n A ’
LA. ‘ '*.
€F=F 'T~4~ ‘ -
L w :J-r' I
.— qu‘. _
' ' - xi“
.0 —‘;"T‘ -,
a "' -.__ '. *
- -_ . u
1 :-., , -4cr-
1 6” - -
2i ;.L

a...

         

,2...
..412
t
.44..

    

“aura

sxt4ltr\.,1-u

qfi. m ¢

...J . .
4m443w .2%

Continued

Desi n of Column C4

.l .

(‘4

5C!"

reduced live load
28890

H...

...D

2.2.3» 4, ....Pnflrrf 2.2.3.5143...

19m.usw4....ts.or. 4
.2
4 «Visa C ..rt2111r—r2 1» 041.....43 .

col wt

above let f1

wt

4 4. .2
14C?

2 ..,/2
O O
O 4.4. 2,0
Ow 7: .LJ
)4. 5
.
q
C S
71/
128
X l
6 0'
.12 KO
7..
71/
C)
_
02
A. O
.J 0
f3 1
In... (
C .. 2.3
7;, 7-
u
_
A

I1 8W

2.,24. 2.22.2 2

.1"
COVGI‘

th 2;:

m

‘l
I

q bars

8

2. 22:47...
Ewiumwui 22

:22 2.1.4.2-

          

. 4| 4. 3v ll

1m .Ov,

.,2

.,22:._Wm..,,2.4.

.mpmm24221n_u_91$.&2r.2...r.13....

Floor

‘ent

I
l

,4 ,2,
4 E3 1
A.) 41

Flat Slab Ea

DeSl

in of

‘JSf

d - 100

y

3

Assume Live Lo:

r0,
T
0
11.2.4:
+u
U
0
9.
S
1Q —
a
0 Cu
1 1
d X
n
l 2
72
.T. /
W ...-.2
d
a
e
D

. 4:44.44

.4”,

.

......

..: .2,.,..2 .22
,4... ..4W.

_ 21.24.442.42222242225244.
«W4 VHF;—
wig

"a.“ .42....

 

4.4422
:2

w .

       

 

4C
9.4.
O
1
e
v.
.l
L

ano
slab

r
_‘

Mr-

1

c"
‘1

442.234.; “2+2

-. ..4...44 .4.....2...__um.

- 60,8004

. .

608919)
18

v/L - .09(16.17)212(

V
C

(L minus 2/3 C)2

   

41:.

    

.. 2.24.14.22.412E444xfihlf41422ii
.22 54.22.24 253222-2424.

. 2 .‘H +4411. .pv ...

...flw» 1_ ..

. .... 4hdf.... wit-.1, .2

...... ......

2o 40 - l?ocoo"#

in

Str

Column

_ .....-

v
L

- 78,5 allow 236 0?

20000

9
120 (4g)

R - l

.3...

..ntfirru ...... £54?

  

3.42 :4. .12
$4.4m.“ ....sh

1 . 1 2 21

S
.3

0..

7X4;

/-
,w
’J

C-
/
-

CCOO
OCCCX.

C
.r
"\
/
fl.—

Ii

 

AS- 1‘

$92411: 221.442.42.45. 44.444.22.24
.422;

.. u .r y C. l

...?»

-2.

4434.4r22p24bEh22. 2.1..
”mm-W23 ..,...W .2.“ «£411.

A .

.W .Nflvudiywpr.’ ”......

1

Flat

 

Flat slab Lontinucd
middle Strip Pos K — .15 to - 142500”%

A“ — 142,509 N _A - 2.035q"
20,000X.867X4

bars e 18"

q
V - 60800 minus 4.5 X 6 x 188 - 55730

 

Shear - v - 5&730 - 66 allow 90 OK
C. ‘ ,.
J

4
Bond - u - m 557

 

O~__ W’ , - 161 or 160 allow 150 GK

Design of Footing Ffl
Since I have no soil data on the stadium site, data and
recommendations have been secured from the new Power Plant
borings located about 200 yds to the southeast. The

following is an exact copv:

Recommendations

Although it is possible to use a spread footing
foundation in this type of material. the risk involved
is not justified in a structure of this type. The
only feasible foundation is piling. The piles should

he at least 25' long and will have an allowable bear-

.1.

-na capacity of 20 tons per pile with only a slight
settlement. If the final driving resistance is low

and the capacity of the piling is doubted, the resist-
ance to driving should again be measured after the piles
have set without disturbance over night or longer.

This may reveal a 'setting up" of the soil around the

FA Continued

  
     
  

31‘ a

W"; '.
'1
In

. 11:11

.‘re .

..
, ..
’v
c“ .
l .-
v .
n
..
w
- 'u-
o
.-
4
‘o ,

'L,’ ".1.ti q

'5E73 q

:g'Ilugi
: .'
-:, - l-a

awn:
.

\IFQIQJ'
|-' _ .

”"1

l'l

‘I
fifl*4wr"”vtf"ti

rfg-L‘

.aaawrrmsm

A .i I”. """1‘."!"1!1.’~'”" ‘1

.‘l "fl ‘ .
-.www"

l
' u .

1 W n . _.
an???" “"3114. is." .'
. ' . l .

rsswwvsr

Tfifififlu

' ’

’I thl‘fl ‘.. g

-V fI‘WW"r m

’J‘l": - .1“ :‘

o 1‘ ‘2’:

.4. I.
‘r M?“
:

. ' a! to
Jim“ “‘“Ell‘hj'fin

.éwfil‘h“:
.4, " L

mum-
k‘: '4

I g' " -I '.
nae

. :_'

WW'iy_

(“Fl-
1 halal
‘l!

t

_ .‘A ,
qt}.

!

villi-l
....4

; 1

"fit -1.

r ‘ .. ‘ . - .. I' ‘
I,“ ‘w r ... .‘ .. - ‘.-...~:‘
'! 4. 63'1" - " A' l 3‘

' 8
’T 171'

m1: *. -

tier?

8:
1 n
' L

. .. r V
f. ... o .. _“
iwfidfifl?9fifiurvxfl
"-“- .' T .'.

     
    
  
 
 

Desifin of Booting F4 Continued

i(j

ile.

Difficulty will be eXperienced in any excavation
carried below ground water.
E. J. Harly, Pres.

MICHIjaE LRILLIEG CO.

0n the basis of this report a pile footing seems in order.
Included also in this paper is a soil profile of one

boring from the same report.

Load Assumptions
col load - 394634
flat slab— 10100 fé - 3000
439334 fC - 1350
fs - 20000
ssume a pad 4.5' x 6 ' x 2.5' n - 10
VC - 60
Load 439334 u - 150

F4 wt ioiog _
449434 or 450,000;

 

450L900 - 12 piles
40000

fl

 

 

 

 

Assume load uniformly dist. see Par 15-10
”Reinforced Concrete' Sutherland & Reese

we»
Ls.1F?r

 

 

 

 

 

 

 

w - 102, 00 ,
5 6-0'_fi
ax - 30312x102500 - 60500 e 9.5
51x19 42000 e 12.67 . .
1 - 40500x9. 5 - 575000 a E“ " "‘
42000x12.67-530000
1105000"?

5‘ — /1105900 - 16.7
“ 131x30

 

3 f ACI 60 minus 54 - 6
le center is 3" from crit sec
e i of pile loading

 

F4 Continued

   

Design of Footing F4 Continued

£64000 x % - 58.000

ALVA

d - “_ v_ - @8900 - 18.4"
ij 60X7/8x60

For the end section
W - 75,000

l6x§1x75.000 - 34300
35x21
BX - 34300XlO.5-350,000
40700x14 -§700000
930.000"#

d - QQQQCO - 20.8"
131x16

To find the depth from shear
ACI spec Par 1205 f Use 7/12 pile load

25.00.00 - 37500
12

7/12 x 8 x 37500 - 175,000;
5/12 x 2 x 57500 - 31200_

206,200;
d - _v - gggego _1_ - 21.8 or 22"
ij 180x7/8x60 Use d - 22"
A01 " _119_5000 " 2.8980 " 2:592“; - loSh’SQ H
U 20000X.867X22 2.5

Use 1"¢ bars, 6"c-c

A52 - __930000 N - 2.44sq" short bars
20000x.867x22
2.44 - 1.953q"
1.25 Use 1"¢ bars,42"c-c
long bars
Bond - ul- 102,500 - 145051
3.1X12X.867X22 allow 153.5 OK
u2- _17s,000 - 116 psi
3.1x11x.867x22 Use standard hooks

Deformed bars .0375x3CCO-102.5
with end anchor 1.5x102.5-153.5

 

13'”? €643"; meat/”Icy jun? Cmtéflqmwaigf
(00am Elana

1 .-;.-,. .. 5mm», /6/Wo/“MA/o/3?fi
‘- "‘ ...- "’9 are... Jaw/g 504/?" ”"

i ‘1 i “for
.8 2 Q DIJ‘QI'VI~ C“ M W]
: 7 h.“ ‘ ~ A :v
i h 7" b ‘ a 1 .
; _ ,1 MW ...w... I g
3 .' , 7f: 10m Maofflhv w ‘ I
" .1 I. coon.
[IO 20 1 450

Jof/W If." 71": ‘
”la [36“ I] m

 

r “'1. a 4" flag

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

  
  

 

 

 

 

 

 

 

 

 

 

cm; was“ xx T
I k
(Owufwfld {w 4- ’ fl v.1 ‘*~"
on ; ‘0 1} ?
aw VII 57.5.] 4 ,.
“" I ‘
r l
r M6; a“ x 7
up“ Coon lama4 1:4 [5‘ 1, 73'
30
3?“‘*"~304‘;-*4;‘ MIC/i. 019/4 1. MM- Co.
92/80:! , ,
{Mag/”5“ .. ‘I I.“ a! Jan Wu»

H "5""“4 77» def}

 

 

1.3.4..fl.§nflu!a§gam¥_ \

   

   

_. T1H$mfinnfiiauiua§a§ 1; .3215... ..

7 $111.: 1%.? $1.... Lg... 1 “11.1fifim11uEfE1MI-lxwttfl .
11111111111111Lw...1.1m.1111 111.113.111.511: ... fizfiig 15;.“ 11.1.1.3. $Fw...111..1.111.m1.....1.: .... _ .1.

            

      

   

 

”5111. 1.1.1. ... estate... .. .aaaafafimmmifi ...1:.1.1111111.111. 11.1111

@111... . $111..

  

.A
j
(\

   

4.1m. .... ‘a. ... a... _. .. ‘!J%.. .m ice—4h .. «dang 9..» ”5a. 29mg..— 1. - 1 .
Buihk. 1 .....«1...H.W..I.)....~_. 51.1..3 lJ..tJfa«..-LM‘31_—L *d1—qow .1“: .32. .. a. .1.

«12.11.38... “firm m...
..

  

uflxwuw.

    

v
.1...11..un...1....

 

  

1.. 1 . ..x. ...... . ...
..11Lc..w...cr....u. .....a.....:..r .. ... . ..
-..... same..- ...... 11...... ...... . _. . . _ . .. .. _. . . .

. nLl . . . .. «1m .43.: . f... .... ..h, . 1. Hi... “ .u.. .. ...H . .
S
8
u r 13.1 .1
VJ. n e nI e
.C S e +0 C l
V... e .... S l
8 VJ VJS ..d. W... n .U
...1 a t .4 r e O C
UK. .1 C2 0 W 1F. .1
. S 1 f O 1.1 +0 U.
ml.“ t v.1 Dy 1 a .2
e 8 "EU h .1 "1.1.3”
n .1 V ...... T . C .1
O r .1 O O A f O h
r. r n O +0 O S C
V. n a U b .l . S .1
.... s ...... r m ...u s A .1
l 1. a. T S
......1 v. 1 v. n e o v. on
.1 b ..a b a V1 D .C .. n b.
D... L1. R... 8.
Am. 1 e O 1.“.
Q... C O 6 P. h
C n h l C
I e C 1 e .1
L 1.0 ...1 O ...L ....”
0.1.. .1 C t
I n S .0 n
P1 m e a a n .1
U ...... C O
.1. .1 .1 f n
p- r r O t O
. a n e w... ..l
.. t .l m... n 0 t
.. Q .1 n ..,A 1...». .7. 3 .
.. n .1 C C
. e a e s P. U
11. l ...... e d.
T P T D A L
%.

 

 

 

 

 

 

5174 7/34,»- .1/ 24/534 53/ 77/ * 1‘74) £2575"

LJ

571/5547” fififlf/A/é - 550

’7’?”
pl /3 / A: ”/5 /
Pf? apififlfl {M C #1 M/ /T/[Z fl
5 7/4 D/U/M‘ 5091/27 TOADV
M/CH'/&.~4 A/ .5774 726’ (:2 01.; 456.5

56,445 ~ /": 4d ApAP/z 7; @247
1355/ aux/ix) ,' 4 W5”. W
47/77»? i/V/f/ .' A M/J/vow
6.7ch x. .54; .'

 

lllll rll

.HHll

l

I
\

31293 03150 3141

i

l‘

Ii

Iii

(I)
LU
CC
4
Z
9
_J
>
t:
(I)
0:
Lu
2
Z
Z)
LU
’—
4
p—
(I)
2
<1
9
I
2
2

SUPPLEMENTARY

M urn: 5.:

, 1‘ ,£ M1»: ..3...

_.,._W.,fi$35,523...“¢._

1 150.4411! ..1¢..I¢c~..‘.v 1".

_
g
WEKQE

 

..t V‘Il ll.-. .‘.Da)v.0nlia"¢ (fL‘Iu'.
. . . . 4 p

. .

_

 

 

 

. {LL

_. .-....f» ,
.‘4 L14 v”

:4 7

1f
J

351’

—<-.-’

...

__
._
_.
T

.- g r?

_._.-._ —

-H

it

 

 

:w-TW
Mi T,
1".“

..f..
.‘ \

7"‘
4.
'»~—,»r—
, .-..S

J....~o
“:1 _

211,1

'1'

.... pl! .1I.frr.lvll I II 1.17. {.ILbll'f'EIE I..!.II..IIII. .40.

 

 

 

 

 

 

 

 

,:.1 :
1

J... ....n

 

 

 

WW2 12 c z

‘03

\'—-

a

5725/

.

UM D

4

.

I

l
.

>‘_

o

. -'

”A:

1
.- '0-

24,-

56241£~/

- r

Mammy :f 5734

_ 3
OW-

.’ 7_

270
555/5210:

 

'na-
‘ I. .

. _ x 5’5.

415w

W15,»

0
I'
O
i.

a

[Mac/r29:

232?»? W21/ 1;};-

 

 

 

‘2"
"47

Rd

0. Z A
V

252/2.
225:?

0/. A. [195
2’9

          

 

 

..z. I. _
22.5 2 52.... 5 W W 5 r
5 2 .2.... “2,2 .4, M W ..
5 2/ 21, ./. . .
5 . ., ., W » W 5 5
5 ‘2. 2 II— .I (w
. 5/ WV //2. g P W ,/ .
222 r F, C . _ I M.
55 . .22 .2. 22 A ..
r 7. 22.2 .2 ..
..55 *41/ I2 2, . fix? ,/ . IV”. E
M1 / 25/. n, 2, 5. 2 / M ,
5’2. 1 2 1. fl. 2. 51/ I/ . #1 W k .
5 . _ fl / r, 22. 22 / / 4 C
.., _ . .5. .55 5.... . / ...... A25 2.2. . <5 ....
.. 5 . 55 5 5 . 5 _ 5 /...a f 1 _ p2. _
.. _ .5 r5 _ v.5 / 0 . 5 _, .22 z 2. 25,.
...m 5 5 01/ /2/ 5/ flu /. 0 0 5
2. 5 . f c p 5 .2.2. H
_ _ . .5 mu, 222. n5
5 _ - W. m5 55
- . 5 .
5 5 . - .1 _ / .
. 5 .42- - P 11/1 ,.5
5. 5 5 . 5 .2 5 . _ 5
_._. 5 5 5,.
......5 52:5 5112... .5 ...._ .55 ... 5 _ . _ a 2.5.1.2253:

 

 

 

 

 

 

~V£AA-‘—. 55_5

 

 

UNIVERSITY LIBRARIES

ATE

MICHIGAN sr

 

 

LQ/I ' 7%OI/
- r 2’” - /
55‘ f:’“7’“6/2“ (i725 [LEM a5-
A " 2’////I./2I 54751177, 73/7

ha -/ I "j ’
o—J k/) 2’/ 1". 0:5/

-‘ .... r/

[“2

//‘I ‘ ,/‘"/ c" f
%W?Q%%/qé_ _,
’7 7 'I', 4“- 22:51/33/1/ \j.‘,7:(,1 '7 ..z‘. '5 ~-~/ I... /, 4. r” /
/,/ ’ ,, ,. D€/’/ .f‘f’ /9¢7
/ / if 2/ ’4/ ’ ... .
155/44 E " 5 -* 2 .
.AEVWMP QWMWV

 

I IIIIII

I

I

II

1111111111

1293

I

3I I III

II

Y

\2'...

”12'. PEI/$53

 

 

       

....n 0.1M.” A. . ..2..v’.1 v I I I.
2. c .
-

:w

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

55 .. .
>52: mtfiw 2405:0555 . ... . - .

         

55 55 55555555. 555 5555 ...... 25.525.555.555... . .

mmEqamZ :5wmm

               

    

,
{‘1
/
~v-

5. ./ ,5. 5. 7.. _ 7..
5 5 . ..r ”2“ fl .
5 .55.. . x .
.5 5 ... _. /
5 225 ..2 .
. fl. .. 1 ”I .
5 , . 5 _
5 p./ v. A . H ..
.5 .... 5 2.
I; p . .....

42'
40/ 6 552‘
29’

5/4/- 2
.5400? 217.4244” 4241/00?
PRO/905.50 fmo/IVM 290.82%
M/C‘H/fiA/V 67:4 rz‘mazz:
24.9 72/222?! 510W“

5624/ 25' ~/ ”-20 ’

.. .... ......515 A». .Adfir.“

I
I
g}‘ I

.
J
0‘
2";
w’
r , g

5c
5 . .5.. . G
, -. ...5 .. _ _,_ . -I W
.5 2 55.... 5 5/25 ”2551 2 .1. I. I 5 / m .
2.. . . 5 5. 5.5.2 22. 5 7 p2
- . 5 .... 5 5 ..5 . 5 A 5 5n
.2 2 5 ... I III 1
, . 5 5.55.5.5 22 5. 5 2m 1 _. M .51
,5 ...» 5 _. 7,5 _ 525
5 .. 5 5 . /.
5 5 . . - I1 II
5 . 5 . 52
. ._ /
225
T
a

5 .. 5 L .w 5 5 I
5 . 5 1 ILII.
.5 5 55 .
. ....
. ....
J, . LI. .. 5 .5
. p
. 5 . _ .
... . .
5 .... 5 r. P _
5 , ”5 . r .x.
5 55

2.4/0 /6 A 7'55 0550?.”0 I/VG- 2?.4/

A
2.
E2127" 70 22a22525‘
21/0 AAflszfifME/VV W/AZ. 545' 5/2ch

 

5 5 W. .55 .
5 2 5 5 . 5 fit 55 2,;
5 5 . . 5 ..r TII I 5 n
5 5 5 J 1 .5 5 5 . 4’5. 5 5 M Q
5 . 5 5 5 .5 5 5 . 5 . r. 5R .

I 5 . S R

.... .. 2

. .Q o”... 5 .

 

" I

i
I
I

 

 

2‘- 5.5-...”

5 5 5 5.1 I III. IIIIII..-I2-.
5 5 5 .. .
m 5. 5 5 5 ...lI. ..k . I l I \I 5
5 pm .5 5 5 _ .... 5
5 LIII I 1 IL 5 .
5 J 5 5. 0
5 5 5 5 5 5. _
5 . _
5 5 _ 5 5 5.- 5. . .. 1 -
5 I51 5 5 5I+1 .5 u

 

51
5
. . 5
5 . .. 5 / I IVA 5 5L. . 5 /. AA .
5 “N. - I5 . r IL - 5 1 I115 II Ii. 1 5
5 . 5
5 _ 5.
5 5 5 _ ... I I
55 .. 5 5 .
. 2 5 . I A)»
5 w. 5 5. 5 .2... ya
...... _ 5 . O x
. . 5 AI. 5
y . ll“. II
. . 5. \ I .

5172; F1009

 

 

m omrm

..5555 m . _ _a%.

. o.
_. 55 . ,
.. .4 5 _ e r... .... ....

$3.2m... 555.52: whim ...-III. .-.:

.5.»

gwnmgeaflfifivxrzhcnmgsé
mm” -.s:

4.737

l .
.

’I/u-ofirdr [-7
-'
(i

.. .r. ..
'43:.
.— .

. ...r

I

M 39a '

p

a .5

N
o am

.7-

.‘rr:'
‘J A.

amaze 2520.?

f4"

-‘.—5.

3427

....

 

o
I

 

[I
la'

“av—'Wa—5

..-... .
,5”-
~55

 

a
.5,
V
PC
fl
..7
A

If."

t

I
s

.I.

 

- - .IIm.

AT‘ELEb

..
_
5

 

PLAN

 

 

* ro- .
. (A
. .
!
F. .
3%
.
‘>.\

In),

1' ‘\
.

ES

l-.' . I

\

'7 ’35}? A..‘

, ‘
.

Va"! .’ A‘Z-
‘ ‘ - .

v' I'-

~ g; ';.

..-
l .
r

i-..~I-—:—’—-V -
\ q, .

\

,
‘
.p~.m..... .. .. .
r \' ‘
.: . ‘ ,
\
K v

5/1?de a? flA/mfi? z fltflflQ/I/
P/GPOPOSED 5545/0/14 2.: 03M
M/CH/éfl/V 5.734724: cazc£6£ _
acAztvvg’f-NQ” * - MA VJ, $47-
114677308 54/0” I

f7 1; ,7.CT7?¥‘.':)‘"

.-:"(-'

.. ...ac. ..--..‘n ..‘-.............. .

.. . ’,
‘ ‘ ‘
.
WM.» .,~..-_M_

..-,-,, - q.’o—\_..--_- _- -.....

 

 

(0
Lu
0:
<1
(I
m .
.1

x
‘

E UNIVERSITY

MICHIGAN STAT

SUPPLEMENTARY
MATERML

S/r' —- 5‘
5/12" 7:: ..., 0F 55% 77/2/5 x01. .4 #5

f [m g _ H / , 7 fl . p}? 55/3 5’52??? 57:4 5/2/46” BOP/W.
J f’; , 4,. c.“ : ‘ //'t ’ "-
72/ 434* Peri/“fi- x4 bu. 4) (4.4%! ///v’ 7744 4 [‘9 7/5, .I'é‘wv 57:5 72’ 604 (KC-:6“
55:44 [~54 '3/10" 1229/1. 6, /99‘7
4%? 7mm? 5/1/0 m/

 

.4 C37 M/fx? 475 i: 3’11” 5 775K 4 B a, 5?? C “kx‘f’ £7
5*" fl x4? 0 M/‘C?

£.-a’i W

v -.—"a!IIV_‘ U
WWA'NW NATE wimgw
. Lav-M- W W- “w J

 

 

 

 

RIES

NH

“SITY LIBRA
“‘ s I

I! I

J

f

I

If

H
I
3224

1' )1
0

1'»,

H I

E UNH ER

12! y L”

I

f

N‘

I ‘

I

MICHIGAN STA
51f 9'
1““

m
3

\Sfl/"é‘

C3/%C£7"£72§L%%' c; A? £52534137?914§3.;52{’/445?

' HA? @0525: a £774 Low/M gay/w
MAC ’xléixéxif 67.24 7;? a: 61/. A EGA“ '
,4/9/974 as; 2 9 4?

3044 5‘95? '4/ 50”
Afifflc’}? SSA/OW

 

1m Jainism

, v1

mmwmm p.

v

 

"

 

 

‘ :VGAN $TA1F ll'pyFRgan L ['wcwwgg

>1“ 11; ‘ ‘1}
l|l||1|l||||||l|
3

1293 03175 0601