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fl {81 ‘EL

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m. .

 

DBbIGN CHECA 0F hEINFORCED CONCRETE
OFFICE BUILDING

A Tnesis Submitted to

The Faculty of
Michigan State College
of

Agriculture and Applied Science

by

 

John R. Evans
warn-n

Candidate for the Degree of

Batcneior of Science

June 1941

films

470,2

ACKNOWLEDGEMENT

Theobject of this thesis was to acquaint the author
with practical applications of theory studied in the de~
sign courses an; to obtain a Knowledge of the requirements
oi a complete design. It was also to provide an opportunity
to explore a phase 01 reinforced concrete that was not dis-
cussed in classes- that of flat slab floors.

The building under consideration is the Michigan State
Health Department Office Building, located on DeWitt Road
in the Northwest section of Lansing. It is to be a four story
structure with an additional story covering but part of the
roof. This is referred to in the plans as the penthouse.

The author wisnes to acknowlegge his indebtedness to
Mr. C.A. Miller, Assistant Professor in the CivilEngineer-
ing Department at Michigan State College for his many val-
uable suggestions and to the architects, Lee and Kenneth

Blacu for the plans and speciiications.

136159

 

Bibliography

heinforced Concrete Design
by Sutherland and Clifford
Reinforced Cnocrete Structures
by Peabody
Building hegulations for Reinforced Concrete
(A.C.I. sci-oer)
Concrete- Plain and Reinforced

Taylor, Thompson and Smulski

 

TABLE OF CONTjNTS

Floor Slab computations ooooooooopages 1‘5

decond floor slab resisting mom,

First

Spandrel beam computations ......
Beam data
Column computations ..............
Column data

Footing calculations ............"

H

H H H

OOOOOOOOOOOOOOOOQOOOOOO

FOOting data OOOOOOOOOOOGOOOOOOOO

H

0-12

lb-al
32-25
34-26
37-39

0- Z

0‘.
U]

()1
5:
I
61
()1

 

Floor Slabs

The floors or this building are flat slabs. The term flat
slabs refers to concrete slabs without beams or girders to
carry the load to the supporting member and reinforced with
bars extending in two or four directions. Teh moment dis-
tribution and slab thicknesses specified are for a series
of rectangular panels of approximately uniform size arrang-
ed in three or more rows of panels ineach direction and in
Which the ratio of length to width of panel is not more than
l,5o.

Panel strips and Prinicpal Design Sections
(80 A flat slab shall as considered as consisting of
strips in each direction as follows:

Amiddle strip? a panel in width symmetrical about the
panel centerline and extending through the panel in the
direction in which the moments are to be considered.

A column strip % a panel in width occupying the two
panel areas outside the middle strip.

(b) Crtidal Sections

Sections for negative moments shall be tazen along the
edges of the panel on lines joining the column centers
except that hhey follow the column capital instead of pass-
ing through it.

sections for positive moments- These shall be taken

on the centerline of the panel.

 

Floor Slabs(cont.)

The IlOOIS of tis building have no dropped panels and
the columns have no enlarged capitals. The elimination of
capitals decreases the subtractive term 20 in the moment
formula and thereby increased the moment. However, it was
thought oetter to have the entire ceiling smooth and in-
crease the thichness of the slab slightly. The relatively
small value for c which would be substituted in the thick-
ness formula gives a value of t (thichness) of 10.18". The
mimimum thicsness allowed is .57OL. This gives a value of
t equal to o". The lu.lc was disregarded and the,moment
thichness on 7%" was talen as the depth.

Themimimum loads a s specified ‘y the Lansing Building code
are as follows:
Office ouilding space, first floor lhofi/sq.ft.
” " " other " oO#/sq.ft.
Flat roofs 50$/sq.ft.

The central portion of each floor is designated as vault
space. This space on the first floor is to carry a live load
of soon/sq.ft. and the vaults on the other floors are to carry
a,live load of lOOf/sq.ft. The rest of the sturcture is de-
signed according to the building code.

The equation for moment Mp, which is the numerical sum
of the positive and negative moments in the direction of

either side or and interios rectangular panel, is given below.

 

Mo : .ov'.;L( l-g? if
W : Total live and dead load uniformly distributed on l
panel
L = Span or the panel from center to center ofthe panel
C 2 Diameter oi the column capital in feet

Slab Computations

Live load equals boos/sq.it. Panel dimensions l6”x16" ft.
head " " songsq.ft. W equals 16x16x390 : 743,000
Total " 499 fi/sq. ft.

. a
no equals .oox74a,ooo(l-gxie)
Mo " 9e,000 ft.pounds
Moments to be used in the design of interior panel

Two-way system without dropped panel

Negative Positive
Column strip .46Mo .ZZMO
Middle strip .lOMO .l6MO

Maximum negative moment equals .40va,000 2 4a,000‘#

d equals M R : constant determinedby fsdfo
l/lib
d : effectiva depth

b 2 breadth of section

d equals 40,00031dxl.lo equals 5,74"
ZOoxso l 50"
7,24

say 7%" is effective depth
Mimimum thicrness .575L equals 6"
Cdan shSAh:

special column heads taxe sheatr and eliminate dropped

 

panel. The column heads consist of car channels crossing

over the top the column. (see detail)

V _ v equals unit shear
v equqls bjd
V % total shear
Area of column head B " breadth
lb.70 sq.ft. 3 " ratio of distance
Perimeter of column head between centroid of compress-
l7,5 It. ion and centroid of tension
to depth

d equals depth

v equals 4v0(b06-ld.7o)
l7?bxlhx.666xo.74

v " oo.o#/sq.ft.

Allowable v equals 7of/sq.ft. oer.

STBJL: interior panel

M equhds Asfsjd As equals steel area
FS ” allow. steel tensile
stress
AS equals 40,000xla equals 5.40sq.in. Eeq'd

ao,oooox,seexo.74

3"

129;" round plus l0~b round bars equals 5.42 (Have)

 

Second Floor Slab
Resisting Moments
For location of coordinates see print of floor plan in

pocket in back of thesis

A B o o

1. 12,000 5,770 22,500 5,770
2. 5,750 11,550 155,00 11,550
5. 15,750 10,600 25,700 11,550
4. 6,750 9,620 15,500 11,550
5. 15,750 5,620 27,400 11,550
6. 8,700 9,260 15,500 11,550
7. 15,750 9,620 25,400 11,550
a. 5,750 9,620 15,500 11,550
9. 15,750 9,620 27,400 11,550
10. 5,750 9,620 15,500 11,550
11. 15,750 10,600 25.700 11,550
12. 5,750 11,550 15,500 11,550
15, 12,000 5,770 22,500 5,770

Rows Aand C are column strips
Rows Bead D are middle "
Even numbers are positive moments

Odd " " negative "

. .
.
. .
. 7 e
i .
. r ' -
. u
I . I -
. .
. .
l l ' .
. - . .
_ .
U I

 

second Floor Slab

ResistingAMoggnts

For location of coordinates see print of floor plan in

pocket in back or thesis.

A F G H
1. 24,100 1. 6,740 1. 24,100 1. 577,0
2. 18,900 2. 15,480 2. 18,900 2. 11,550
5. 51,000 5. 15,480 5. 51,000 5. 11,550
4. 15,750 4. 12,520 4. 15,750 4. 11,550
5. 52,500 5. 7,700 5. 52,500 5. 11,550
6. 20.650 6. 14,400 6. 20,650 6. 11,550
7. 50.500 7. 15,500 7. 50,500 7. 15,480
8, 20,650 8. 14,400 6. 20,650 8. 14,440
9. 52,500 9. 7,700 9. 57,100 9. 10,400
10. 15,500 10.15.500 00. 15,500 10. 9,620
11. 26,400 11.10.400 11. 29,200 11. 10,400
12. 15,500 12. 9,650 12. 15,500 12. 9,650
15. 22,500 15. 4,815 15. 22,500 15. 4,815

hows B and G are column strips
hows F " H " middle strips
Even numbers are positivemoments

Odd numbers are negative moments

For location 0t coordinates see print of floor plan in

Second Floor Slab

Misting Moments

pocret in beer of thesis.

1.
3/
0.
4.
0.
6.
7.
8.
0.
10.
ll.

12.

10.

Rows I_and h are
hows J and L

Even numbers are

Odd

I
22,000
100,00
29.000
17,100
04,200
17,100
04,000
17,100
04,000
10,000
29,200
10,000

22,000

M

l.
2.
3.
4.
0.
6.
7.
8.
9.
10.
11.
12.

13.

column strips
Middle strips

positive moments

J

0,770
11,000
11,000
11,000
11,000
11,000
11,550
11,000
11,000
11,000
11,000
11,000

5,770

negative

11.
12.
15.

K
22,000
100,00
20,700
10,000
27,400
10,000
27,400
10,000
27,400
10,000
20,700
10,000
22,000

2.
3.
4.
5.
6.

8.
9.
10.
ll.

7

5,770
11,550
10,600
9,260
9,260
9,260
9,260
9,260
9,260
9,260
10,600
11,550
5,770

I
l
' ‘ o
. l
I
I .
c
I
! .
n n
s
' i
u
,7
I
i
r. ..
I

 

Second Floor Slab
Resisting Moments
For location 01 coordinates see print 01 floor plan in

pocnet in 0002 of thesis.

M 76 o'
1. 12,000 10, 10,000 10. 9,640
2. 10,700 11. 29,500 11. 10,400
6. 6,670 12. 10,000 12. 9,600
4. 16,760 I 10. 22,000 10. 4,810

0. 0,070
. 6. 10,700
7. 0,070
0. 10,700
9. 0,070
10. 10, 700
11. 0,700
10. 10,700

10. 12,000

hows M and F0 are column strips
Row G' is a midd1e strip
nven numbers are positive moments

Gdd numbers are negative moments

Second Floor Slab

ReiSstin34Momsnts

For location 00 coordinates see print of floor plan in

pocnet in back of thesis.

Do

0.

Rows 1 and 0 are column strips

2.
0,700

11, 0001.1

10,600
9,060
9,060
9,560
9,060
9,060
9,060
9,060

10,600

11,000

0,760

A.

M.

0
22,000

15,500

27,400
15,500
27,400

Rows 2and 4 are middle

.B.D.G.

6,0,F, eta, are negative

H

etc. are positive moments

H

If
.5.

L.

M.

1
12,000
0;080
15,750
8,580
15,750
8,580
15,750,
8,580
15,750
8,580
15,750
8,580
12,000

 

Second_E;por slab

R48 is tngL flomentg

For location of coordinates see print 01 floor planin

pocxet in been of thesis.

H.
1.
J.
A.

11.

M.

Odd numbers are column strips

Even letters 0 B,D,etc.) are positive moments

0
22,000
10,000
26,400
10,000
00,000
10,020
02,000
20,700
00,100
17,100
01,000
10,000

22,000

(3 hi 11>
O . O

U
Q

6

05770
11:000
10,600

9,260
10,600
11,000
11,000
11,000
11,000
11,000
11,000
11,000

0,770

M.

7
22,000
10,000
20,700
100,00
03,600
17,100
04,000
17,100
04,000
17,100
01,000
10,000
22,000

A.
B.
C?
D.
B.

5,770

11,550

10,600

9,260
10,600
11,500
11,550
11,550
11,550
11,550
11,550
11,500

5,770

10

. - a
‘n - r
. w
i -
i I
. I r
.. a .
,A .

' l
l - .»
. . ~ .1

 

Second Floor Slab

Resisting Moments

For location of coordinates see print 51 floor plan in

pocnet in 0805 of thesis.

9 11 . 10

A. 22,000 A. 88,500 A. 5,770
30. 15,500 B. 15,550 13. 11,550
0. 57,400 0. 55,700 0. 11,550
0. 15,500 D. 15,500. D. 11,550
1.50.500 E. 54,950 5:. 5,780
5. 10,550 F. 15,500 F. 4,850
0. 10,900 G. 84,850 G. 5,780
11. 10,520 11. 15,500 H. 4,850
1. 50,900 1. 84,850 I. 11,800
J. 17,150 J. 15,500 J. 11,550
1:. 51,000 1085,7011 1:. 11,550
1.. 15,500 1.. 15,500 L. 11,550
11. 22,000 .11. 223.000 1. 5,770
F' 24,950 E” 5,7e0

0'15,'500 0' 4,850

news 9 and ll are column strips

" 10 " 12 " middle "

Even letters are posttive moments(B.D,etc.)

1'

Odd letters are negative

(Ac, etfo)

Tf
1;.

L.

M.

GI

12
5,780
11,500
10,600

9,600.

9,600
9,600
9,600
9,600
9,600
9,600
10,600
11,000
0,780
9,609
9,609

11

A.

B.

1;.
.‘Jc
M.

E.

Second Floor Resisting
Moments 8 b
10
12,000
6,060
10,700
6,000
10,700
8,080
10,700
8, 580
10,740
8,080
10,700
8,580
12,000
9, 550
9,600

Row 10 is a column strip
Even letters are positive moments( B,D,et0,)

Odd letters are negative moments (A,C,etc.)

12

 

 

s.

10.
11.
1a.

1a.

A
10,000
3,4c0
1e,ouu
7,000
10,000
7,0c0
10,000
7,000
10,000
7,000
10,000
a, 4m)

10,000

F1rst F1oor Slab

Resisting Moments

B
11,400
11,400
11,400
10,400
10,400
10,400
10,400
10,400
1U,&UU
10,500
11,400
11,400

11,400

C
20,500
16,750
39,700
16,700
55,500
16,750
35,o00
16,7o0
55,500

49,700
16,700
30,900

11,450

11,490

sending Moments are in foot pounds.. The even numbers

are for positive moments,

A and C are column strips

B and D are middle strips.

1.
4.
b.

9:.

E

20,000
16,700
01,000
14,090
01,300
oo,%00
01,000
40,400
04,900
14,600
09,700
16,750

16,000

.First Floor Slbb

Resisting Moments

oo,7oo
16,750

1b,obO

hows E, F', and G are column strips

now E is a midd1e strip

14

Tue enen numbers are positive and the odd numbers are

negative moments

11,400
11,400
1‘), JUL)

14,600

14, 600

14,600
10,000
17,700

9,060
14,670
14,700
10,400

10,400

Egret Floor Slab

Resisting;Moments

G'
10,400
10,400
10,400

10,400

I
30,000
16,660
50,460
40,000
40,000
50,000

40,000

16,660

60,000

nOWS d and J are miauie strips

Bow 1 is a coiumn strip
now 0'
mnen numuers are positive oenaing moments

0&0 numbers are negative bending moments

is a middle strip

J
11,400
11,400
15,000
14,630
14,630
14,630
14,650
14,600
15,060
10,400
10,000
11,400

11,400

 

10.
11.
14.
10.

A
QU,OUU
16,700

50,700

16,700

00,000
16,700
00,000
16,700
00,000
16,700
59,700
10,700

40,000

First Floor Slab

Resisting Mmments
1

11,400

11,400

11,400

10,400

10,400

10,400

10,400

10,400

10,400

10,400

11,400

11,400

11,400

news 1.anu n are eoiumn strips

how 1 is a miauie strip

sven numoers are positive bending moments

oaa numbers are negative oenaing moments

16

 

First Fioor dish

Resisting mements

 

1 0 0 4
A. 10,600 11,400 00,000 11,400
b. 9,000 11,400 17,100 11,400
0. 10,000 11,400 00,100 1&,030
D. 7,000 10,400 17,100 11,400
3. 10,000 10,400 00,600 10,400
F. 7,000 10,400 17,000 7,000
G.10,000 10,400 00,600 9,060
A. 7,000 10,400 17,000 17,700
1. 10,000 10,400 00,000 16,700
J. 7,000 10,400 17,000 14,600
1. 10,000 11,400 00,100 10,000
a. 0,400 11,400 17,000 11,400
M. 10,600 11,400 00,000 11,400

nows one anu tnree are ooiumn strips

sows two ana iour are miduie strips

0,0 d,i,J, ana s are positive moments
5,0 5,0,1,1, and M1 are negative moments

17

 

First Floor Slab

hesisting MDments

0 6 7
A. 40,000 11,400, 00,000
B. 10,100 11,400 16,600
0. 01,700 11,400 00,700
0. 10,100 10,400 10,000
0. 00,700 10,000 07,100
P. 11,000 14,000 00,900
0. 40,400 14,000 40,900
0. 00,000 14,000 00,000
1. 40,000 14,000 40, .200
J. 00,000 14,000 00,000
1. 00,100 10,400 00,900
1. 10,190 11,400 10,600
1.1. Adi), DUO 11, 40C) (.0 , 000

news five and seven are 001umn strips

nows sixand eignt are middle strips

A,0,E,0,I,g, and M are negative moments

0,0,E,d,J,ano 0 are positive moments

MJments are 011 in loot pounds

0

21>

00,000

u

10,100
0. 01,700
0. 10,100
0. 00,700
F. 11,000
0. 40,400
a. 00,000
1. 40,000
0. 00,000
1. 00,100
1. 10,190

M». (SU, 000

hows five and seven are eo1umn strips

First Floor Slab

hesisting Moments

6
11,400,
11,400
11,400
10,400
10,000
14,000
14,000
14,000
14,000
14,000
10,400
11,400

11,400

7
00,000
16,600
00,700
10,000
07,100
00,900
40,900
00,000
40,400
00,000
00,900
10,600

00,000

nows sixand eignt are middle strips

1 1x L.“ "
A 0 M 0,1,

“I

and A are negative moments

0,0,E,H,J,and 0 are positive moments

Moments are a11 in 100t pounds

10,000
14,600
14,600
14,600
14,000
14,600
10,000
11,450

11,400

19

 

First Floor Slab

desisting Moments

9 10 11 14
A. 40,000 11,400 40,000 11,400
0. 16,700 11,000 16,740 11,400
0. 01,600 14,040 49,700 11,400
.0. 16,700 11,400 16,700 10,400
4. 00,700 0.060 47,000 10,400
F. 11,100 0,400 16,740 10,400
G. 40,000 0,170 16,700 10,400
0. 11,100 16,150 10,400
1. 00,000 7,400 16,050 10,400
J. 40,000 10,000 16,740 10,400
1. 09,000 10,000 01,600 11,400
1. 16,700 11,000 16,780 11,400
M. 40,000 11,400 40,500 11,400
F'. 6,100 47,000 10,400
0'. 0,400 16,740 10,400

nows nine ana e1even are co1umn strips
news ten ana twe1ve are miaule strips
A,0,4,E',G,1,1,and M are negative mmments
5,4,E,A,J,4, anu G', are positive moments

411 “0404L5 are in 100t pounds

 

First Floor Siab

assisting Mggents

now tnirteen is one-n41: a column strip
3,0,4,F: 0,1,4, and A are negative moments
5,0',0,E,d,J,and B are positive moments

A11 moments are in foot pounds

41

 

32

BRiM COMPUTATIONS

 

Beam B-o
Load to be carried by the marginal beam equals
the load uireetly imposed upon it plus a uniform load
equal to i of the total live and dead panel load.
Dead beam load equals §§l§,x150 equals 100%/'

144 /
1159i '
L009w/'

t.

Live & uead panel load

Moment equalsflflia equals 1509xl4,66a
10 10

" ae,loo'#

d equals/g.
ho

a " 46,000x14 equals 14.0 plus 1,0
408x8
:9 lb"

 

In beam schedule beam is 6"be"

Allowable steel moment ( positive)
M equals Asfsjd
M " 1,47x40,000x,660x10.70 equals 04,600'#
Actual moment 40,000'#
Clear dist, should not be greater than 54 times the
laast width of the compression flange.
6x04 equals 406"
Clear dist. 104" 0.K.

01113011 £511,315; £1 2

 

 

V equals 1009x6 equals 10,140

v " lo,ggo equals 67.1#/sq.in.
63,066x10.70 I .
allowable 100?/sq.in.

 

c'sc; BOND

 

42

75b

STIRhUPS

u equals
de

P equals the sum of perimeters

of bars

1" rd. plus 1%"sq. equals 7.64"

u equals 1009x7.80

equals 87 lb. per sq.in.

7.64x.066x16.0

Allowable equals 140 lb. per sq.in.

I#./Uu

3.5 '
{4"

 

75”

Vlequals 44 psi

0 equals 0.0 ft.

b " I6 d equals 18"
Use a? " rd. stirrups

Tables from Beiniorced Gonerete Design

Max - -. 1 44x10 equals.0905
Udlb --.-—----
8 ea 4400
index equals 1.0x3.5 equals 55
.0955

N equals 6x0.0x.0965 equals 12

4 Stig'xnpe at 14"
4 " at 9"

6 nequireu an Beam Schedule

 

 

noau

(21° It.)

1000

1503

1000

31mm DA TA

Act. MJIII.

fit. sips)
05.1

0016
40.1
40.0
4801,
04.1
0.46

04.1

All.mom.
_ t.;ips.
06.4
14.9
06.4
46.1
06.4
06.4
40.0
06.4
14.0
06.4
46.1
06.4

06.4

Shear

)( #7sq.in.)

00.0
66.4
94.5
66.4
66.4

39.0

6L.4

66.4

 

1388.111

5-1

3-9

Bond

(#78 .1“)

100.1
1U1.0
00.4

161.4

Ou.4

61
187
100.1
1U?
140
100.4

00.6

BEAM DATA

 

dteei

(Ft. “ips)

4a.b

10.0

db

 

56

Beam Conclusions

3-37 and 5-7 wnicn frame the elevator shaft, show
shear stresses which do not exceed the allowable unit
Stresses for concrete. Stirrups are required in the
beam schedule. Due to the fact that the details for
the stairways and the elevator shaft were not available,
the precise value for snear is not shown, The unit
snear is 49 p.s.i. and therefore a greater load can
be applied before stirrups are required. however in
this case Where the loads cannot be accurately deter-
mined wnen the elevator is in Operation, it is best
to be on the safe side and allow for unexpected stresses.

in each case the number of stirrups required in:
the beam schedule is greater than the number calculated.

A maximum Spacing on 10" would increase the number of

stirrups

 

 

 

é?

COLUMN COMPUTATIONS
1. Principal columns shall have a mimimum diameter or
thicaness or 10" and a minimum gross area of 130 sq.in.
6. Longitudinal reinioroementushall consist of at least
4bars of minimum diameter of g .
0. Lateral ties shall be at least %" in diameter and
small be Spaced apart not over 16 bar diameter, 48 tie
diameters or the least dimension of the column. fihen
there are more than 4 vertical bars, additional ties
shall be pIJV1ded so tnate every longitudinal bar is
held firmly in its designed position.
yse Transformed Area Method

Penthouse Roof To Main hoof Column-33

H

size equals 13x13 steel equals 4-2 rd. bars
Ag lled equals 144 f'c equals 2500

A's equals (1.851(lb-l) equals 13.33
155.53

f8 equals 30,000

n " 12

1° " 620
Pa equals 157.5396z5) equals 96000 lbs (Allowable)
Column as MAIN ROOF TO THIRD FLOOR
size 16"xlo" Steel 4-%" rd.
concrete Area equals 16x16 equals 266 356 7
Tranformed Steel Area equals (12-1)(l.77) 2%gfg7

f equals 635

c
n " la

 

a8

Pa equals a7b.47x6zb equals l74,000'# ( allowable)
TthD Flooa*-saooND FLOOR

size lo"116? Steel 4-3 Rd. bars

Concrete area equals 16x16 equals 256sq.in.

Transformed steel area " 26.5 "

2mg. in.
P equals s65.ox&66 equals l76,500#( allowable)
SECOND FLOOR TO FIRST FLOOR
Size 16x16" steel equals 8-1" Rd. bars
Concrete area equals 16x16 equals 266 sq.in.
Translormed steel area equals (lO-l)6.3 66.6 "
.6 sq.in.

f6 equals a,ooo#/sq.in.

n " 10
f0 " 760fi/sq.in.
P equals 700x 615.6 equals 204,600 # (allowable)

 

sitar FLOOR TO FOOTING
Size lo"xlb" Sfeel 8-1" sq. bars
Concrete area equals 18x18 equals 684 sq.in.

Transformed steel area equals(lO-l)8 equals 72 sq.in.
Total area " 396sq.in.

2 equals 0962700 equals 497,ooo#( allowable)
Cdmparison between actual and allowable column loads
PENTHOUSE ROOF TO MAIN ROOF
76% 6" penthouse roof

pgfi live load .
laofi Lansing building code recommends 60?

per sq.it. for live load

lzéxaéé equqls 53,000# Total panel load
1 500 Column load

35,600? Actual "
98,000 Allowable

 

COLUMN SUPPORTING MAIN ROOF

$661155 equals 54,660 main roof
3,670 column
55 500 from floor above

70,720# actual

lva,ooo# allowable
COLUMN SUPPORTING THIRD FLOOR

sooioo equals 47,400,third floor
3,670 column
70 730 From floor above
130;790 # actual load
176,5006 allowable

COLUMN SUPPORTING SECOND FLOOR
306x166 47,400 second floor
130,790 from floor above
a 670 column
175,860? actual

354,600fi allowable
COLUMN SUPPOdTING FIRST FLOOR

a90x £06 74,aoo# first floor
5,480 dolumn ~

has: mam

397,000? allowable
In determining the load on each columnn, it was assumed that
the column supported the slab halfway to the next column
in Iour directions. The corner columns were assumed to
oarryone half a panel load. The columns in every case
appear to be over designed. In some instances the actual

load was slightly greater than one half the allowable.load.

 

Columns

54,54,66

50-00

16,17

15-16

size

10116
10x16
16x16
10x16

14X16

10x16
10X16
10x16
10x16

12x16

14x14
16x04“
16x04*

16xoé‘

16x16
ldeo*
laxad‘

18x00*

Column Data

Floor

6-1

1-F

-Steel

5"
4'8
4-543;."
4-_2_"

7n
4‘8
4- 1"

Allow.

Load

(Kips)
108.6
112
112
166

166

106.5
113
113
156

171

98.6
855.8
868

294

96.5
177.6
210.0

250.2

00

Actual
Load
(Kips)

9.02

61.10
04.59
71.46

104.68

9.02
31.10
04.39
71.46
104.68

50.76
76.47
116.19
160.70

60.76
61.05
91.69
119,55

All bars are round unless sesignated as square

by mars sq.

h designates roof

B designates penthouse

 

Columns size

00,40 10x16
16Xlo
16x16
16x16

18x18

04,44, 10X16

44
loxlb
16X16
loxlo

18318

48,49 10116
16X16
16x16
10X10
loxlo
All bars are
mars sq.

h designates

f designates

221111.111. Pale.

Steel

73"
4-;

Floor

h-b
0-6
4-1

1-F

P-h

h-o

3-1

1-F

P-h
h-0
0-3
4-1

1-E

Allow.

noad
(Kips)

108.6
178
178
319

286

108.0
173
173
808
364.3

108.0
168.6
173
504

604

01

Actual

Load
(Kips)

ab.67
67.66
90.18
100

176

15.15
66164

89.17

66.96
79.27
104.98

round unless designated as square by

roof

penthouse

 

Column Data

Columns Size Steel Floor A110w Actual
Load Load
(Kips) (Kips)
J' 98.0
1.17 14x14 4-3 1-5 19.1
10.41 154.0
14x14 " 5-4 48.6
-" 404
16x16 4-0 4-1 7e.4
404
44x44* ” 1-E 108.6
N
4-0 14x14 4-: 5-; 98.0 47.1
14-19
8-14 14X14 " 0-4 110.4 60.1
41-40 "
14x16 4-: 4-1 166 101.7
l4x04* " 1—F 404.0 180.9
H
46-01 16x16 4-2. h-B 168.4 04.1
00,00 .'
40-41 lUXlé 4-: 0-4 174 69.4
00-01
16x16 " 4-1 404 109.8
16X16 " 1-F 404 148.0
5"
04,07 14x14l 4- P-h 98.0 ~00.0
08,09 9"
16x16 4-: 1-: 174 70.7
N
16316 4-: 0-4 176.5 140.79
lOle‘ 6.1" 4.1 23404 170. 7
18x18 b-l"Sq. l-F 497 448.04

A11 bars are round un1ess designated as square by marg

SQ.

R designates roof

P designates pentnouse

 

 

50

Footings
(a) The critical section for bending moment in a concrete
footing which supports a concrete column, wall, or pesdestal,
Shell 06 considered to hr at the face of the column, wall.
or pesdestal. For footing under masonry walls, the critical
section shall be assumed to be halfway between the edge and
the middle of the walk.
(o) vThe bending moment at the critical section in a square
rooting shall be computed from the load on the trapezoids
bounded by the line of critical section for,moment, the
correSponding edge or the footing and the portions of the
two diagonals. The load on the two corner triangles shall
be considered as applied at a distance of six-tenths of the p
projection oi the footing irom the line of critical section
for moment.
(c) The critical section for diagonal tension in footings
on soil shall be assumedas a vertical section at a distance
(d) from the face of the column or pesdestal supported by
the footing.
(d) The shearing unit stress on the critical section shall
not exceed .Ozfé for footings with straight bars nor.03fé

ior Iootings with special anchorage of longitudinal steel.

 

 

 

34

FOOTING CALCULATIONS

 

 

 

 

8—4—74

 

 

  

 

 

 

 

 

CEFTKAL $ECPON f

DIAC-DNAL. TEN SION I
I

 

 

 

 

 

 

 

 

 

 

14. //' 4
Column load equqis 448,0404
Footing weight " 29,600#
478,190# Gross load
478 190 equals 4000#/sq.ft.
‘IIE1ITBase area) .
4000#/sq.ft. Allowable

248 040 equals 4066?/sq.ft. Unit net preSsure

113511-—

Degth: Total punching shear

448,040 - 4000x 16d18 equals 443,560?
144
18x18 equals column area

v equals 1_ equals 404 460KB equals l48,4#/sq.in.
bjd 4318x7x46

Allowable punching shear equals .O5x5000 equals loO#/sq.in.

 

 

0o
Diagonal tension:
Net pressure equals 40004/sq.ft.
4 plus 4x 15" equals 4'-36" equals 6'-4"
141 sq.it.(base area) -6.16a equals 84,9sq.ft.
e4.9x4000 equals l70,000# equals V

v equals V equals 170 000x8 equals 50.4#/sq.in.
bjd 416.17x12x7x15

Allowable equals oof/sq.in

Moment atthe fac eof the cap;

 

“x 11 x.6x4005. " 617 000

1,407,000"#

d equals 1 407 000 equads /124.5 equals 11.12"
)//408x43 Weatherproofing 5"
- 16,13"

3,5

 

M equals Asfsgd

As " M equals 1,407,000 x8 equals o.01sq.in.

 

Bond: Shear at iace of cap
Total area - area or the cap
l4lsq." - lcsq." equals 105sq.”
100X40003.40 equals 54,000i
u equals 04,009_x 8 equals 104.47/sq.in. 0.K.
53.50x 7 x10 .
allowable equals 1684/sq.in.
FOOTINE CONCLUSIONS
The thicaness of’thezcap and base are preportionedas
lollows: the thicaness of the cap is to be 0,4d and the

base is to be 0.6d, where d is the combined thickness of

b7

the base and cap. The soil borings revealed a wet sand for
the foundations at the prOposed site, than a low allowable
bearing pressure was adopted. The allowable soil pressure
01 4000f/sq.ft. was exceeded but once- that being under the
looting 04. The actual soil pressure in most cases was
about leoou/sq.ft. This would seem to indicate that the
actual columns loads were low. H0wever every square doot of
floor space and all the columns and beams weremaccounted
for. There is obviously a discrepancy on the calculatuons
somewnere although this author is a t a to explain where
'an required depthd at the face of the cap are practically
without exception too high. Also the steel furnished is

in excess 01 that required. There is no need for stirrups
as the diagonal tension is below the allowable in every

Case.

 

Footing

1,17,15
4O

40, 6,8
9,44,40
10-14,l4
18,41-45

405,15,
18
46,49,50
51,55,56
40,41,45
46,01
16,17

04,07,08,
09

(47,94,54)

(48,00,50)

(40,06,00)
(44,54,47)

(45,40)

45,49

Footing Data

Steel Steel

Req'd have

(sq.in.) (sq.in.)
4,08 0.69
4,80 4.50
4.80 4.50
5.00 4.50
0,09 4.09
0.51 5.510.01
10.0 8.06
10.0 9.5
10.9 9.5
19.4 41.1
4.49 5.06

 

Footing

1.17.10.
40,

('90! 6! C,
10-14,14
9, 44,40
19,41-45

4,0,10,
18

16,16
40,41
46,49,50
40,46,01
01,00,06

04,57,08
09

(47,04,04)

(48,00,00)

(40,06,00)
(44,04,47)

(40-40)

48,49

Unit
Press.
1000

1610

1600

1708
1760

4000

1690

1609

1740

1408

1960

(#/sq.1t.

Footing Data _
Allowable soil pressure 4000#/sq.ft.

Punch.
Shear

84.4

99.8

99.0

80.4
115.0

148.4

104.0

106
104
80.7
144.0
106.0
85.6
105.9

109.0

Diagonal
Tension
54.4

41,6

41,6

44.7
48.6

Depth at cap

Req'd
14.6

15, 3

16.4

14.1

14.4

40.1

‘ Need
16.,

16

16

16
16

18

la

18

18

4O

14

09

1

“ .\

 

 

 

 

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