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A Stress Analysis of Louise H.
Campbell Hall
A Thesis Submitted to

The Faculty of
MICHIGAN STATE COLLEGE
of
AGRICULTURE ARM APPLIED bClENCE

by
George Kopgman
Canaiaate for the bearee of

Bachelor of Science

June 1959

 

Misti- ,

9909 '

 

 

The structure considered is a Girl's Dormitorg, erec-‘
ted on the Michigan State College Campus in the spring and
summer of 1939 by the Alfred A Smith Construction Co. of
Detroit. The building was designed b3 Malcomlson. Calder,
and Hammond Architects and Engineers of Detroit, Michigan,
to accomodate approximately iove hundred girls.

The analysis Was performed with the intent to gain an
insight into and a more thorough knowledge of the practical
asyects of structural engineering, and also to gain exper-
ience in the periormance of structural analysis.

The author wishes to acknowledge the help of Mr. C. L.
Allen for his aid and advice in making the analysis, Mr.
Ralph Calder for his generosity in supplying the structural
plans of the building, and Mr. uerard of the firm of Malcol-
mson, Calder and hammond for his welcome hints and advice

pertaining practiCal structural engineering.

/' G '_, .4} :j .‘n
inJQJ

 

 

 

References

Reinforced Concrete Structures
by Peabody
Design of steel Structures
by Urquhart and O'Rourke

Steel Construction
by American Institute of Steel Construction

Carnegie Pocket Companion

by United States Steel Company

1
Speciiications
Loads:-
Dead loads:-
Snow load (50-(45-2o)1) 51b./sq. ft. -.

wind load 50 lb./sq. ft. on the vertical plane
as recommended by the Detroit City building code.

N ’ ‘“ ‘ '
ormal Wind 103“ _§Qé£é9;191 28 lb. / sq. ft.

1.5
Roof covering
Gypsum tile 17 lb./sq/ it/
ASPhalt ielt 2 " " n
Slate shingles 6 " " "

Total head roof load 58 lb./sq. it.

Live loads:-
Taken from the Detroit City Coae for hotels and
dormitories
On upper floors 50 lb./sq. ft.
First floor and halls 80 lb./sq. it.

Shower and toilet floors lOO lb./sq. ft.

weight of concrete 150 lb./ Sq. ft.
Tile and gypsum soundproofed walls 40 lb./SQ- it-

Purlins;-
considered as simply supported with uniform lOad.

M = 315 where M is the maximum bending mOment
in the purlin, w is the load per foot, and l is the
length of the purlin in ieet. Compare the moment of

- inertia l of the member taken from the tables with the

I required as computed irom the formula s=¥£ where

 

 

u l
» . .
. u .
. - .
. . r 4
v . . . ~ . . l,
, _

 

 

s is the unit working stress of steel taken as 18000 lb.
per square inch, M is the above moment, 0 is the distance
in inches irom the neutral axis to the Outermost fiber, and
I is the moment of inertia about the neutral axis. Check
the shear. the allowable is 15,500 lb. per square inch.
Rafters:—

Considered as having three point suspension with the
loads concentrated at the purlins. Compare the l oi the
member with the I required as with the purlins.

Columns:-

Rooi: allowable concentric loadings checked, plus
bending moment due to a possible horizontal thrust oi the
wind. Allowable vertiCel leadings were taken from Steel
Construction by American Institute of steel Construction.

Reiniorced Concrete columns: Beiniorced with longit-
udinal steel and i“rnund ties at 12” spacing.

allowable Ec equals 450 lb./sq/ inch

'n equal 15

re equals 18,000 lb./sq. inch
Eire protection 01 two inches 01 concrete covering all
steel is required.

H beam columns: Allowable loadings taken irom steel
Construction by a.i.L.C. Encased in concrete to provide
Protection against fire.

Floor slabs:-

Considered as slightly restrained beams. Mequals wlb/lo.

Main steel Fs equals 18,000 lb./sq. inch

Temperature steel As equal .002de where b is 12" and

d is the depth from the top of the slab to the center

of the main steel.

s is the unit working stress of steel taken as 18000 lb.
per square inch, M is the above moment, 0 is the distance
in inches from the neutral axis to the Outermost fiber, and
I is the moment of inertia about the neutral axis. Check
the shear. the allowable is 15,500 lb. per square inch.
Rafters;-

Considered as having three point adepension with the
loads concentrated at the purlins. Compare the I oi the
member with the I required as with the purlins.

Columns:-

R001: allowable concentric loadings checked, plus
bending moment due to a possible horizontal thrust oi the
wind. Allowable vertiCel loadings were taken from Steel
Construction by American Institute of Steel Construction.

Reiniorced Concrete columns: Reiniorced with longit-
udinal steel and a“round ties at 12” spacing.

allowable he equals 450 lb./sq/ inch
n equal 15
Es equals 18,000 lb./sq. inch

Fire protection 01 two inches 01 concrete covering all

steel is required.

H beam columns: allowable loadings taken irom steel
Construction by a.I.L.C. Encased in concrete to provide
protection against fire.

Floor slabs:- w
Considered as slightly restrained beams. Mequals wlb/IO.
Main steel Fs equals 18,000 lb./sq. inch
Temperature steel As equal .002de where b is 12" and

d is the depth from the top of the slab to the center

of the main steel.

 

 

 

solid slabs cont.
AllOW&ble shear in concrete equal .002Fc equal 40 lb.

per square inch.
Bond equal 125 lb. per sq. inch.
Fire protection
slabs 5" thick ----2"
slabs a" thick ——--1%"
Terra cotta iloor slabs:—
Figured as slightly restrained tee beams carrying the
floor load equal to that from center line to center line

of tees. Mequal wlg/lO.

weight 52.5 lb./sq. inch
main steel Es 18,0001b./sq. inch.
iire protection 2 inches concrete
Shear allowable 40 lb./sq. inch
bond 125 lb./sq, inch

Floor beams:~
Built to act integrally with the columns and walls.
M equal wlz/le
Main steel Fs equal 18,000 lb./sq. inch
Fire protection 5" on bottom of beam
Shear allowable a0 lb./sq. inch
Bond 125 lb./sq. inch
Footings:-
Allowable earth pressure
Interior footings 4,0001b./sq, inch
Exterior footings 5,5001b./sq. inch
Es equal 18,0001b./sq. inch steel both ways

Footings cont.
Shear in concrete 40 lb./sq. inch
Bond 125 1b./sq. inch
Punching shear Was not designed for
ceneral Notes:—
All columns to have two anchors 7/8l2'-0" unless
otherwise noted.
horizontal bars shall lap 40 diameters at splices and
lapped ior splice.
Provide b--5/8"round bars over all openings in con-
crete walls unless otherwise noted.
Sag rous ior purlins to be 5/8" round.
hiagonal bracing to be 7/8"round rods unless otherwise
noted.
Purlins in general to be framed flush On top with sup-
porting beams.
Provide bearing plates under all Wall bearing beams.
Allow 100 lb./sq. inch on masonry walls. Anchor with
2-—4X5X%L clips.
All columns resting on the third floor to have 2-~
%"rounXm'~-8" long anchor bolts unless otherwise

called for.

 

Roof Purlins
It is quite evident that the purlins are entirely
ample to take the loads applied upon them. The tabulated
results seem to indicate that lighter sections could have
been used in some cases, however. investigation of suitable
standard listed in the steel handbooks has indicated that
the most economical sections have been used. Purlin number
8 might possibly have been made of an 8” CBJ--101b., but
in consideration 01 the Slight aoded cost 01 this member
it was evidently thought better tobe oh the safe side in

this type of structure where many persons will be housed.

Purlin Table

No. size [provided Ineeded Bemarks

l. 6"CBJ-8.5f 14.8 14.7 lightest standard 1 sec-
2. 8"CBJ-10# 50.8 24.8 tion available yet ample
b. lO"CbJ-ll.5n 51.9 54.9 ”

4. 12"CbJ-l4y 88.2 65.6 "

5. 6"Ch.-8.2# 15.5 7.5 "

6. lO"CBL-l5# 81.8 67.2 "

7. lO"CBL-17E 81.8 67.2 "

8. 8"WF--l7f 56.4 26.6 might use 8"CBJ--10#

Sample Computations:-
Purlin no. 1 6"CBJ~~8.5 lb. A--2.5O sq. inches
I--l4.8 s--5" as from A.I.S.C. handbook.
Distance between rafters 15'--8"

Distance between purlins 5'--4"

Roof purlins cont.

Load-- 58f$6;_ plus 3.5 = 279.5 1b./ ft-

1 .- L}; z 279.5r‘15.7"2X12X5-

s 8'X_18——,OOO - 14°72
shear:-
Web area: 645/16 or 1&1/8 sq. inches

-- p.721 . , - .
v - 162Aflggg 5A}_6- - 1.700le/Sq. lnCh

Rafters

it is evident that the rafters have been selected so
as to be of the lightest weight possible and still be on
the side 01 safety. Rafter No. 6 has an I of 66.9 supplced
where an I of 68.8 is indicated as being required. How-
ever, this member is anchored eight inches into the wall
and the wall ma; be considered as resisting the added
bending. Rafter No. 4 might have beenmade of a 25 lb. 12"
WE beam, but due to the difficulty of theoretically analy-
zing the reactions in this rafter, a 50 lb.--l4" WF beam,

which is only five pounds heavier has been used.

 

No.

1.
2.
5.

4.

6.

Size Max. Mom.
ft. lb.
12"wr-25# 31200
10"03311.5# 12400
10"wr-21a 25000
l4"WF-30V 52000
12"CBJ l4# 18700
10"cn-15.afiea40

Rafter Table

I had

185.4
51.9
106.3
289.6
88.2
66.9

Ineed

142
46.5
95.0

170.0
69.0
68.8

Remarks

compression&shear 0k

rt

Wall takes some bend.

 

Rafter Sample Computations

R-l 12" WF-251b. A--7.59 sq. in. I--185.4

 

 

 

 

 

 

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‘020n7 .anv
\
.‘W 2A5 I Zlfif
\9 1
“#2000 \ , €000
\
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, -/
$55 an ' R 530
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‘1 /6’-o" ‘ ‘ A
asfio” 7

 

 

 

Maximum Moment’ 51.200 ft. lb.
I _- 51.200.4{1216 _. 5. p

18,000 142 Have I of 18 4'
Direct compression L/r is 65

alowable compression equals 14.950 1b./sq. inch

S “ Eeig—g— : 2,5001b./sq. inch
shear :-%Z%%%:ZX 24: 4,2001b./sq. in. OK

 

Columns Supporting the Roof

The main roof columns consist of H sections. framed t0
plates bolted onto the columns extending from the columns
supporting the third floor.. The exterior roof columns con-
sist of the third floor columns extended up sixteen inches
above the third floor line to which the rafters are framed.
hormer columns are built up of 2-4h5hi“ angles back to
back. All of the columns are fully ample to resist the
streSses applied. however those supporting the fun plat-
form and the stacks have been enlarged in the interesttfl

safety.

Computation:
_ Column No. 92 6" H-l5.5 lb./ft. I equal 50.1
Unsopported height 9 feet -
Allowable vertical load from Steel Construction by
A.I.S.C. is 65,000 pounds

Load present:

Roof 9.500
Column weight 500
Total 10,000 pounds

Possible moment due to horizontal thrust of the wind
equals 15,500 ft. pounds
I : 15.500112re : 29.8

I provided equals 50.1

 

 

 

 

 

 

 

10

H Beam Columns supporting the Roof

No. size Vert. comp.
ponnds
6 515-15. 5&- 2.500
7. " "
92. " 14,400
95. " "
97. " "
98. " "
100. " "
105. " "
107. ".0 "
108. " ”
94. 6X6-20fi 25.400
96. " “
104. " "
log. .. ..
82. ere-15.51 17,000
65. " "
90. “ "
91. 4' '1
87 . " 17 , 100
8’8. 1' "
as. " "
$0?36. " "
a5. " “
e4. .. 3

Allowable

pounds
72,000

ll

65,000

 

Max. I Allowable
11.5 50.1
II n
28.5 "

II n
I! II
II I!
H H
H H
1! u
I! H
27.0 50.1
II II
u I!
H ll

 

H Beam Columns Supporting the Roof
No. Size Vert. compr. Allowable Max. 1 Allowable
pounds .pounds

85. 6&6-15.5f 17,100 65.000 ------------------
82. " " "

81. " " "

80. " " "

79. ” " "

78. ” ”

74. " " "

7o. " " "

100. " " ""
101. " " "

11. 8182—24.— 18, 000 75 , 000 26 . 6 46.5

14. " " " " "

21. “ " ” " "

24. " " " " "

5.9.
54. u u . n n

Double Angle Columns Supporting hormer Roof

No. Size Vert. compr. Allowable Max.1 Allowable
18. 42:82-72 6 , 5002 50, 200-7; 2. 2 2. 8
Columns No. 19. 26. 27. 50, 51, 56. 57, 40. and 41 are

similar to column E0. 18 in all respects.

Reiniorced Concrete Columns

The minimum size reinforced concrete column allowed b3
the Joint Committee, 125112" with 4-5/8“ round bars long-
itudinal steel and %" round ties at 12" spacing has been
used wherever possible. The outer columns have also been
designed to resist the moment set up b; the action of the
wind on the walls. VWherever it Was necessary, the columns
were increased in size to allow for added load. Columns.

No. 8, l7, 19, 26. 51, 56, 21, 24, 55, 54. and 41 supporting J
the first floor are Slightl} overstressed, having an Ec of
500 lb. per square inch, but the Wall may be considered as h
taxiné pert m: the load. and also if the concrete is con- 7
sidered as 2.50010. coucrete the allowed 10 is 560 lb. per
square inch. so the columns mentioned are evidently satis-
factorg. Columns No. 28 and 59 are stressed to 520 lb. per
square inch, however they also are exterior columns with
the basement walls takiné part of the load.

Column No. 47 was made a 12"h57" column rather than
to make two adjacent 12"112" columns with thle masonry
between them. This was done in the interests of more sim~
plified construction and economy of construction.

Many of the columns seem to be OVerdesigned. Perhaps
there is a reason for doing this which this investigation
has not brought to light or which is be3ond. due to a lack
01 actual experience in design, the comprehension of the

author.

 

 

Reinforced Concrete Columns

Third floor:

No. Size " main Ties Maximum Fc Allowable
Steel load
92. 12r12 4-5/8"rd. %”@12" 55,600 210 450
9b. " " " " " "
94. " " " " " "
95. " " " " " "
9o. " " "" " " "
97. " " " " "" "
9a. " " " " " "
100. " " 0 n .. n
101. " u u n .. n
102. " " " " " "
10o. " " " " " "
104. " '1 n u .. ' n
105. " " " " " "
106. " " " " " "
107. " " “ " "” "
108. " " 1 " " " ""
77. " " " 59,340 244 450
69. " " ~" " " “
99. " 4-7/8"ro. " 47.000 262 450
70. n u " " " u
o. " 4-5/8"rd. " 51.000 191 450
be. " " " “ " "
4o. " “ " " “ “
5. n 3 “ ““ " n

 

 

Reinforced Columns

Third floor

No. Size " Main lies Maximum Fe Allowed
Steel load
42. 12112 4-5/8 "rd . %"‘~b12" 91 . 000 191 450
6. " " " " " "
41. h " h " " "
7 . '7 " " " " "
40. " " " " " "
9. " " " " " "
l6. " " " " " "
16. h " " " " "
27. " " " " " "
19 . " " " " " "
26. " " " " ” "
o1. " " " " " "
56 . " " " " " " "
so. " " " " n "
o7 . " " " " H n
29. " " " " " u
on. " " " “ " “"
7. n n " 58,250 060 430
17 . " " " " " "
as. " n " " " "
o9 . " " " " “ "
11. " " " 22 .100 loo 450
14. .. .. u " " "
21. .. 3. u u n ..

 

 

l5

Reinforced Concrete Columns

fhird floor:

NO. Size Main Ties Maximum Ec Allowed
in. steel load #/sq.in.
35. 12112 4-5/8"rd. %”rd@12" 22.100 lb6 45o
o4. " " " " " "
21. 5%"std. pipe 10.000r Allowed 45,100f
25. " " " " "

Second floor:

78. 12x12 4-%"rd. %”@L2" 55,000 575 450
79. " " " n 1' n
so. " n .. n n n
91. " v .. n .. nu
so. " u .. n .. n
97. " " .. n .. n
88. " n .. n -' n
89. " n " n -- ""
oz. " 4-7/8"rd. " 69,000 590 450
so. .. n -' u .. "
90. " " " " " “
91. 1‘ n " " " "
b. " 4-%"ro. " 55.500 955 450
7. u .. " "" " "
50. 3 " " " " "
57. u -' " " " "
40. n n " " " "
41. .. u " " " "
29. n " " " " n
9. n " " " " u

No.

16.
10.
15.

28.
b9.
18.
27.
b8.
44.
45.

46.

Reinforced Concrete Columns

Size "

Main
Steel

Ties Maximum
load f

12r12 4-%2rd. %"c12" 55,500

" 4-5/8"rd- " 57.500

I! II If ll

7! u n II

II II II H

II N I?- III

II N H H

" 4-lfird. " 80,000

u .. .. n

B u n u

n n .. ..

II I! II II

A n u H

II l». 5| II II

I! '7' II II
lBXlZ 4-5/8"rd. " 55.500

77 .. .. u

n .. n n

H w " e5,2oo

n u n ..

n .. u n

n .. n n

u .. .. n

n u I! "

linb? 6-%"rd.

6%"stu
II

pipe
I

" 45.000

load--18.600 allowed
II II ‘

Fc Allowed
lb./sq. in.
555 450
250 450
I! II
I! II
II II
4&4 450
II H
II [I
H II
II II
I! I!
II II
044 450
H H
[I II
206 450
I! H
II II
n I!
n l‘
97 450
45,100
ll

16

 

Reinforced Concrete Columns

iirst floor

R0.

55.
21.
24.

Size

lzilz
ZlAbE
ZlAZB
n
bingo
lillr

II

N

" Main
Steel

4-5 /e “m . '22rdelz "

4-1"8q.

"
ll
4-7/8"rd.

e-l"rd.

Ties

H

II

maximum
lead #

so,

700

106,000

125,000

U

91,

80,

lO7Q

500
700

F0

Allowed

lb./sq. inch

450

17

 

Reinforced Concrete Columns

Eirst floor

No. Size " Msin Ties Maximum 30 AllOWeu
Steel ‘ load t lb./sq. inch
55. 12212 4-9/8"rd. iflro.c12" 107,000 500 450
34. " " I " H n u
41. " " " n u u
10. 12112 495/8“rd. " 58,200 550 450
10. " " n n u u
12. " " " " " "
1.9 . " " H n n ' u
44. " '1 " N n u
45. " n n .. n n
48. " " " " " "
11. thlé 4-§"ro. " 84.500 555 "
14. n .. n u u n
20. 12112 '1 " " 550 "
25. .. n n .. u u
02. " .. " " " "
55. H .. u " " "
28. " 8-l"rd. " 120.000 520 450
59. " iv n n u ‘u
41. " 4-9/8"sq. " 71,000 550 450
42. 14214 4-1"sq. " 99,500 595 450
45. 22122 4-9/8"sq. " 165,000 292 450
47. 12257 6-%"rd. " 75.000 155 450
48. 12212 4-7/8"rd. " 70.000 400 450
49, n v! " 49.500 004 450
50. " n " " " u

 

 

Forst iloor cont.

No.

51.
55.
56.
57.
58.
59.
60.
52.

DO.

65.

64.
68.
69.
70

71.
75.
74.
76.

Size

12112

I!

" Main
Steel

4-5/8"rd

4-7/8"ro.

22422 4-9/8"sq.

N

16A16

14A14

12X18
lZXlZ

H
3-1"rd.
N

4-1"sq.

691"sq.
4-5/8"rd.

18416 8-l"sq.

Ties

%"rd.c12"

Maximum

load f
49,500

H

II

55.400
159,000

121,000

IV

108,500

ll

146,200
49,500
160,000

30 ellOWed

lb./sq. in.
504 450

n n

n n

u n

n n

n n

n n
000 400
290 450

n n
554 450

u u
400 450

n n

u u

n n

n u

n u
485 450
504 400
572 450

n n

n n

n n

First floor columns cont.

 

No. Size " Main Ties Maximum Fc Allowed
Steel 102d f lb./sq. inch
72. 12112 4-5/8"rd. %"rd.@l2" 40,000 250 450 Z
75 . H H [I n H n g
77. 12214 6-1" sq. " 155.650 472 450 '
78. 12Xl6 4‘9/8"Sq. " 101,500 470 450
846. le’Ilz N H H H H
80 . n n n N H I!
90. u u u n n n
91. n n n " " Q
54 I H n H " " "
85 . II II I! H n H
79. " 4-1'qu. " 99.000 445 450
80 n :1 ll " " "
81. n n n " " n
86 0 I! H H " n n
87 . n n n H " "
68 n u " " " "
8 9 . n H II " " u

22. 5%"std. pipe load is 25.00015. Allowed 45.10015.

n n n n n " "

 

B Sectbon Columns Supporting the Second floor

For architectural purposes, many of the columns supp-
ortinb the third floor have been offset from the under col—
umn and supportec on steel beams which also serve as floor
beams for the secone floor. These offset columns set up an
eccentricit; whose moment is more economically resisted by
the use 0: a steel S beam column to support the floor beam
which in turn supports the uiper column. It is also easier
to irume a steel iloor beam to the H section column than to
a concrete column. It is also peesible to save some on the
total height of the structure in this manner, one therei re
a great soVinb is mace.

Lendinas were checzed with those listed 2s beiné 51105—
able by the 2.1.-.0. huflabuuk. steel Construction. emple
beer-iné plates have been provideu ior the columns to rest on.

' The steel beems are encased in concrete ior fire
protection.

Columns Ho. 22 and Eb of 5%" standaro pipe. concrete
Iilled, are satisfactory to resist the loads applied and are

economical.

 

B Secthon Columns Supporting the Second Eloor

For architectural purposes. many of the columns supp-
ortinb the third floor have been of set from the under col-
umn and supported on steel beums ohich also serve as floor
beams for the seconc floor. These offset columns set up an
eccentricit; whose moment is more economically resisted b3
the use 0: 2 steel 5 beam column to support the floor beam
which in turn supports the utper column. It is also easier
to frame a steel iloor beam to the h section column than to
a concrete column. It is also poesible to save some on the
total height of the structure in this manner, and therei,re
a erect saving, is made.

LObQings were checaed with those listed is being allow—
able by the h.i._.o. huflabuok. steel Co struction. Ample
Ocarina plates have been provided ior the columns to rest on.

" The steel beems are encased in concrete ior fire

protection.

(3‘

Columns No. 22 and Rh of ‘5" standard pipe. concrete
tilled. are satisfactory to resist the locus ampliea an“ ere

economical.

 

nteel Columns bupportins the

becond Floor

No. 'Kind Plate Load Allowed Bearing on
lbs. Plate
, lb./sq.in.

61. 83~31§ 1%K16X16 64,000 152,000 212
62“ II n u n n
65; " 1ex14x14 64, 600 " 278
64. n n n " u
65. n I! H n H
66. I! H II I! N
67. H I! I! H H
68. I! H 11 v v
71. 8H-48F 2&18X18 95.000 217.000 290
76. H H H H H
7b. Bfieeor " 85,500 180,000 262
74:. n u n n N

1. lLbAéA'o/B elem 11.500 14,900 177

2. n n n u N

b. lZH-65y 2%l24x16 110,000 510,000 290

4. u u u n "

5. u u n I! "
ll. 8"H-bl# lޣ12X12 eb,b00 157.000 500
12. " " " " "
1.3. n n n n ll
14. II n H '3 n
42. 123-6517 22(16Xl6 76.1550 310.000 500
4:9. ., 211202120 150. 000 510. 000 525

n V!
54. n n "
5b. " " " u n

 

Footinge

The allowable earth pressure ior outer lootinés is
c.500 lb. per square font. Footinge fie. lb. 10, 49. emu
52 have enu Ep 01 b.8001b./equare foot, but some of this
load can be considered as being taken by the wall. The
remalnoer oi the footings are entirelg adequate to care
for tne lOeQS applieo upon them. All iootings were checxeu
1a: shear. lor the area of steel. gnu jor bond in the eteel

aflu were :ounu to be ver; 5 tiefoctory. Phe iootinbs were

liret ceccxee ior earth preeeire. Punchiné sheer limitations

are not reguireo in the epeciiicetlone, however, toe autnor
oheczeo lot tnie item end IOunc tout approximatelg hell oi
toe iootinbe mete aoeouotelg tnick to come within the lim-
itetione set no o; toie speciliOetion.

Comyutution

 

 

 

 

 

 

 

 

bootlne 5 6‘-O"AG'-O"A17" lo-%"eq. burs
Inoao”
. g
m
<__ l_3\
L 610" T
rfll
%
, 2
N

K

 

 

 

WIS;
/!

6"

 

 

 

 

cross earth pressure

Hm I 111.000p1us 56x17/121150 _
be - b.bOOlb./sq. foot

Net earth pressure
E : 111 000 _
P -gg-—-- o.lOOlb./sq. foot
Shear
v :(56-14.7)5,100 _
7-]4A4146 = 29.4 lb./sq. inch
8
area oi steel

7—9‘ 9
As ¥(£§9 l1p1us2.s“£.6)xo.100112 _

0 c . h'I‘
18.000K14X7/8 2 78 sq Inc vs

 

Bond
3'1oox(56-1)

u :412X15&14K778 : 85 1b. Per sq- inch

Punching sheer

d =l£ézllééll99_ = 18.8 inches

4&12A12
ho. size steel crossEp Shear As ‘ 30nd
bars w/sq.‘ & sq." have need o/sq."
z..8‘-6"A17'-o" 46-%“sq.l,160 8.5 12 12.1 87
a . H I! II H H H II
4. B'Ad'AZl" 18-%"sq. 2.220 30.4 4.5 ,2.8 59

5- 6'A6'Al7" lb-e"sq. 0.500 29.4

' ll . V " n n
14 . n ‘ II II n n n n
18 . " n n n u n n
27 . " I! n_ u u u n
Z 9 . " it n n n n n
50 . 'l n u n u n 11
$7 .0 W n n n u u u

 

Footinss cont.

No. Size Steel cross £p Sheer As Bong
oars f sq.in. f/sq.“ have ncee E/eq.ic.

4o. G’iC'Xl7" 15-%"sq. 5,500 29.4 5.25 2.8 85

64, .. .. . .. .. . .. i.
6 5. n n n n n n n
66. n n n n n u n
68. n n u n n n u
78 . n n n n n n n
84. " " n n n ' n n
85 . " " " u u u n n

6.6'-4"26'-c"218" 14-esq 2,920 25.6 5.5 2.7 72

7. " v n " " " "
9 . I! H II II 71 'II I!
16 . " n n n u n n
19 . ;' n n n u n n
25 . :7 n n n n n n
51. n n n n u u n
56. B n n .. u .. n
41. w n n n n n n
6 7 . n n n u n n n
8. 7'x7'x19" 16-%“sq. 2.700 28.0 4.0 5.64 66
17. n n n n u n n
59. u n n n n n n

1.76 1.59 60

n W "

10.4'-¢"x4'-4"x14" 16-5/8rd 52.700 12-2
15. " "

n '1 " " n

44. n "

 

 

 

Footings cont.:-

N0. Size Steel GrossEp Shear

bars #/eq." #/eq."
12. 5'-8"x58-8"n2 18%"rd. 5,800 16
15. .. .'. .. ..
49. " " " "
50. " " " w
20. 5'15'2115" 19-5/8"rd. 2.600 19
25. .. .. .. u
52. n .. n u
55. . n . n
52. . n n ..
21.6'-8"X5'-8"X19" 15-e"sq. 5.200 52
24. ‘ u n I! N
55. " " " "
54. .. .. n n
27. n .. n ..
42. " .. " "
69. n n n "
77. " ’ " " "
22. 5 '25 'x12" 12-:}:"rd. 5. 620 o
25 .. {. .. n
55. " " " "
56. " " " "
57. n " " "
58. n " " "

45.8'-8"2LB'-8"X.32" 20-984 2.600 23-2
~ 77

53.

As Bond
have need
0.9 0.9 46
n u n
u n u
u n u
2.09 1.27 67
n u n
u Q n
n n u
n n n
5.75 1.85 85
n n n
n n n
u n n
n n u
n n n
n n u
u n u
0.60 0.41 105
I! n "
II fl “
u n n
II ll '1
u n n
5.0 5.24 66
II N "

 

 

Footings cont.:~

No. Size Steel GrossEp Sheer As Bond
bars f/sq.‘ f/Sq." have need

58.5'-8"1£5'-8"Xl7" 21-5/8rd 5,660 24.4 2.51 2.21 89

47. n n n n n u n
48. n n n u n n n
78 . II II II 77 ll 77 ll
80. . . .. .. ;. .. ..
81. e u n u n n u
82. 77 n n n n n n
85. " " " “ " " h
90. " " " " " " "
91. 7 " " " " " ;
87 . n n n n n n n
88. " " " " " " "
89. " " " " " " "

45.4'-8"X4'-8"X15" 17-5/8"rd. 2.860 16.0 1.88 1.14 72

46. " " " " “

I! ll "
51. " " " "

 

54.8'-4"XB'-4"X21" 18-%"sq. 2.540 11.0 4.5 5.56 75
71. fl 1' " II

59.5'-4"x5'-4"212" 15-2"rd. 5.750 26.0 0.70 0.55 108

60. -- n n n n u n
72. 8 u n n u n u
75. .'. n .. n n n 11
51° 7'47'419" 16-%"eq. 5.120 58.0 4.00 2.50 75
62. n .. n u n n .
76 . v u n n u n n u

 

 

 

 

Footings cont.:-

No. Size Steel GrossEp Shear as Bond
bars i/sq.‘ f/sq." have need
75.7'-8"X7'-8"iei" 17~e"sq 5,000 24 4.25 5.27 75
74. _H II n n n 2;" ll
86.5'-4"x5'~4"x16" 20-5/8r6 5,700 26 2.2 2.12 94

Floor Slabs

The solid slabs were assumed to be twelve inch wide
rectangular beams. They were checked for main steel area.
bond. shear, and temperature steel area. In checking for
steel area. the actual resisting moment was compared with
bending moment tn the slab. The solid slab floors were.
found to be entirely adequate.

The terra-cotta slabs are of 6&2 construction with
five inch joists at seventeen inch on centers. The area of
steel necessary was checked by comparing allowable and
needed bending moments. The steel Was checked for bond and
the joists were considered as tee beams and were then checked
for shear. These slabs were found to be entirely adequate
and in most instances closely designed

The steel tile slabs are of 6&2 construction with five

by eight inch joists at twenty—five inches on centers. They

Were cjecked in a manner similar to that used with the terra

OOtta slabs. They were all found to be adequate to resist

the loads to be applied upon them.

 

 

 

 

Floor Slabs

Terra Cotta

No. Maximum Moment '2

proveded needed

502. 2,200 1.940
505. 2,200 2,180
504. 2,570 2,650
505. 2.840 2.650
506. 4, 200 4 , 100
201. 2,700 2,680
205. 4.200 5,600
204. " 4,120
206. 2.200 2,180
*207. 2,750 2,700
208. 1,740 1,680
210. 2.200 2,150
7211. 1,680 1,280
‘212. 2,750 2,500
'215. 2,200 1.650
214. 1,740 1,250
*215. 2,750 1,650
*216. 2, 200 1, 250
218. 1,250 520

* 4&4 construction.

Shear
f/sq.

51.1
52.0
55.9
55.9
21.4

I!

Bond
f/sq."

56.5
57.5
49.5
49.5
109.0
72.0
57.0
61.0
57.5
74.2
62.5
60.0
44.0
68.2
57.0
58.0
75.0
78.0

49.0

: .
a
. 4 n . p . .. . . o . n - a e c u p o
O o. y e r . r o n . r r I . r r .
.

. t p . e p . c . c e e e r . . u.

.
. y c .
. . . . u . . - . . 4
p
. t h o l
o . . e . .

 

 

Floor slabs

Steel tile slabs:

 

N0. Maximwm Moment ‘5 Shear Bond
Provided Need fi/eq." fi/sq."

219.. a‘.'é*’,*7(’5(5*‘ 5,400 58.0 76.0
5,540

220. 1,575 1,500 59.0 55.0

221. 4,800 4,640 56.0 80.0

Solid slabs:

 

No. Size Maximum Moment '2 Sheer Bond
allowed Have fi/sq." f/sq.“
501. 5" 7,100 5,570 11.5 77.0
507. 5“ 4,500 2,150 12.5 '85.0
7 202. 5" 670 515 11.5 77.0
E 205. 7* 2,700 1,150 12.2 57.0
F 209. 4" 550 250 10.6 110.0
i 217. 4" 550 182 10.5 110.0
g 222. 4" 560 409 12.9 124.0

1 Sample computation:
Solid slab s 202 5" thick with 3/8"rd.@8" centers and

temperature steel 5/8"rd. @ 18" centers

Load;
hmve 75f/sq.'

Dead 62.5f/SQ. '

Total 157.5f/sq.'
m x. M_: 157.52515212

 

 

10212 = 450'?
.Max. Moment allowable As 3 O.l?sq. inches
m.: .17412k30025x7 : 670 ft. Pounds

 

kIIIIIIIIIIIIIlllll---::___________

 

 

r ,

 

Computaions cont.

Bond a 157.5x2.51858 : .
1221.1827X5‘“ 745/89‘"

 

Shear : 157.542.5X8 _ .
$25725 “‘ ‘ 10-9fi/Sq-‘

Temperature steel
As 3 .00221215 3 .072 2

Have .llLlZ S
18 ‘ .075

Terra cotta slab;

5201 6&2 5"joistol7"0.o. Moin steel l-%"rd Eye and l-5/8"rd.

 

Load:
Live 50.0f/sq.'
Dead 62.5f/sq.‘
T t 1 112.5” . '
o a r/sq 1lzigx17 : lBOfi/sq.‘ on joist

Maximum Moment
Have : 160X13X15X15X12 _
10 - 2.700 "#
Allowed : .51X2X18,000K4 : 2,700"#

Shear = 18056.5XB-

715215 - 59.4i/sq. "
'72435.55 = 72F/Sq‘

 

 

 

 

Floor,Beams

The concrete floor beams are either rectangular of tee
beams, the tees being full, left, or right sided tees as in-
dicated in the beam list included with the structural plans.
These beams Were checked for area of stteel, stirrup spacing
and for bond on the steel. The beams are apparently all
entirely adequate, however, this author cannot comprehend
the reason for designing so many different beams, which vary
only slightly as to size, amount oi steel, and placing of
steel. Some of the stirrup spacing variations are also
beyond the understanding of the author.

The steel beam floor beams used to support tjhe second
floor were used because of the desitability of providing a
clear span over the dining hall and the elimination of all
columns in the center of this hall. They Were also used
where for architectural reasons the columns supporting the
third floor were placed eccentrically with those columns
directly below them supporting the second floor. This ecc-
entric placing of the columns sets up a large moment which
is better resisted by the use of a steel 1 beam. These
beams were checked by comparing the I proveded from the steel
handbook with that necessary to resist the bending moment.
They are all entirely adequate to resist the moments and

shears applied.

 

 

12Ll5
12520

12524
12x20
315. "
12Xl6
12x26
12120
12&18
8&16
12K12
12X20
12122
12£20
12K10
8X18
525. "

 

Size Tee
II n

25
19
14

19

Table of Floor Beams

Main steel
straight bent

5-5/8rd 1-%rd
2-1"sq l-lfd
2-l"rd " 7

2-%"ro l-%rd

As sq“
have need

1.56 1.54
2.78 1.18
2.55 1.75

1.55 0.71

2-5/8rd 2-5/8rdo.92 0.85

2-1“rd l-lrd

2.56 1.56

--2-5/8rd l-%rd 0.42 0.21

~-l-5/8rd 1-%"rd 1.19 1.08

18
16
19
16
21
16
19
18

l-%rd

2-7/8rd l-7/8rd1.8 1.57

2-&rd 1-7/8rd

l-l"rd l-l"sq
l-l"sq
2-7/8rdl-7/8rd

1-1”rd 1-7/8rd
1-1"sq
2-7/8rd l-grd

2-l"sq l-l"sq
l-7/8rd1-l"rd
1-1"rd
2-7/8rd l-l"rd
l-5/8rd l-%"rd
1- "rd ‘
2-%"rd l-s"rd
2-7/828 1-%"rd
2-l"rd l-l"sq
1-7 /8rdl-7 /8rd
l-l"rd .
2-5/8rd 1—s"rd
" l-5/8rd

l-6/85d1-%"rd
1—%"rd

1.48 1.28
2.78 2.42
1.80 1.22
1.58 0.78
1.84 0.71
5.00 2.00
2.58 1.99
1.98 1.40
1.19 0.89
0.59 0.45
1.64 1.18
2.57 1.50
1.98 1.80
0.81 0.55
0.92 0.48
1.19 0.85

Bond Stirrups
f/SQ"

87 5/8"rdc5“

85 “ 87“
112 " 88“

80 " ' 87“
125 " 86“
85 " 48"
80 -------
114 5/8"87"
100 "
105 "
128 "
125 "
128 "

85 "
110 5/8"88"
128 " 87"
112.5 "

85 "

92 --.IJ---
95 5/8“@9"
107 " 57“

85 7 s9"

64 -------

7o --------

80 5/8"88"

55_

        
   
  

=15: it"s: ":21.- .‘r_‘-_ "' ..'".- '-' .-

-.'."-’-"—.- _I

L".

' "'3"'5"‘":*-“-i-'-=;-:-.-.'; -.-'

1.1.

 

 

 

 

 

 

size Tee
II N

12515

12120 25
19
14

19

16
12X24 19
12X20 16
515. " 21
12X16 16
12x26 19
12120 18
12118
8216
12412
12220
12122
12A2O
12210
8X18

525. "

Table of Floor Beams

Main steel
straight bent

AS sq"
have need

5-5/8rd 1-%rd 1.58 1.54

2-l"sq l-lfd
2-l"rd " I

14228

2-%"rd

2.78 1.18
2.55 1.75
1.55 0.71

2-5/8rd 2-5/8rdo.92 0.85

2-l"rd l-lrd

--2-5/8rd 1-%rd

2-&rd 1-7/8rd
l-l"rd l-l"sq
l-l"sq
2—7/8rdl-7/8rd
l-l"rd 1-7/8rd
l-l"sq

2-7/8rd 1-%rd
2-l"sq l-l"sq
l-7/8rdl-l"rd
1-1"rd

2-7/8rd l-l“rd
l-5/8rd 1-%“r8
l-%"rd

2—$"rd l-%"ro
2-7/8r8 1-%"rd

2-l"rd 1-l"sq

‘ 1-7 /8rd1-7 /8rd

l-l"rd
2-5/8rd l-%"rd

" 1-5/8rd

1—5/8581-27r8
l-%"rd .

 

2.56 1.56
0.42 0.21

--1-5/8rd 1-%"rd 1.19 1.08
l-%rd
18 2-7/8rd 1~7/8r81.8 1.57

1.48 1.28
2.78 2.42
1.80 1.22
1.58 0.78
1.84 0.71
5.00 2.00
2.58 1.99
1.98 1.40
1.19 0.89
0.59 0.45
1.84 1.18
2.57 1.50
1.98 1.80
0.81 0.55
0.92 0.48
1.19 0.85

Bond Stirrups

f/sq"

87 5/8"r845“
85 " 87“
112 " 88“

80 " 87"
125 " 88"
85 " 88"
80 -------
114 5/8"e7"
100 "
105 "
128 "
125 "
128 "

85 "
110 5/8"88"
128 " 87"
112.5 "

85 n

92 --n---
95 5/8"@9"
107 " 87"

85 " c9"

84 -------

7o --------

80 5/8"88"

55_

 

 

Elloor beams 0

Tee

No. size
II n

526. 8515 20

527. 12518 21
528. " 18
8118 21
12X55.5"

8X18 21

8228 --
8128 --
545. 12218 21
544. 6&16 --
.201. 12514 18
202. 12512 19
205. " 14
204. 8118 10
205. 12518 21
208. 12110 18
207 12X16 18
208. 12220 21
209. 12214 18

210. 12X12 16

 

ont.:

Main steel
straight bent

l-7/8"rd l-l"rd
1-l"rd
ll

2-7/8"rd l-7/8"rd
1-5/8"rd 1-%"rd
l-%"rd

2-l"rd 1-1744
2-2"r8 1-&"rd
2-%"rd l-%"rd
2-£"rd 1-§"r8

l—5/8"rd -%"rd
1-2"rd
I! ll

l—%"rd 1-5/8”rd
1-5/8"rd
2-5/8"rd "

2-%"rd l-%"rd

II II

2-7/8"ro l-l"rd
2-%"rd l-%"rd
2-2"rd 2-%"sq
n .
2-%"sq 2~%"rd
2-ffird l~%"rd
2-l"rd 2-7/8"rd
2-4"sq 2-5“sq
2-%"rd 2-5/8"rd
2-1"rd 2-7/8"rd
2-%"rd 2-5/8"rd

2-5/8"rd 2-5"sq-

AS Sq."
have need

2.17
n
1.80
1.19
2.56
1.55
0.59
1.55
1.19
0.80
00.92
0.59
n
1.98
0.59
1.58

0.89
1.55
2.78
1.00
1.49
2.97
1.49
1.11

1.04
1.51
0.79
0.45
0.78
0.58
0.52
1.18
0.95
n
0.69
0.84
0.09

1.05

0.15
1.20
1.40
0.54
0.59
2.79
0.59
1.10
1.17
1.10
0.86

Bond Stirrups
f/sq.”

89 5/8"r485"

90 "97 ll
86 “
76 "

45 5/8"r489"

75 " s7"
87 " 88"
125 " @6"
104 " 87"
w H 88.5"
115 " 88"
81 " 97"
20 ------
u .....
122 5/8"e5"
79 -------
120 5/8"rd86"
128 " @5"
150 " e7"
51 - -----
124 5/8"rac5"
5o -------
75.5 -------
57 5/8"rdc5"
101 "

70 5/8"rd96"

 

 

 

Elloor beams cont.:

N0. size
[I

526. 8515
527. 12518
528. "

529. SE18
550. 12X55.

551. 8X18

540. 8128
541. 8426
545. 12218
544. 8418
201. 12214
202. 12112
205. "

204. 8218
205. 12X16
208. 12110
207 12Xl6

208. 12220
209. 12214
210. 12212

Tee

n

20
21
18
21
5a
21

Main steel is sq." Bond stirrups
straight bent have need r/sq.“

l—7/8"rd 1-1"rd 2.17 1.04 89 5/8"rdt5"
l-l"rd
ll

" " 1.51 90 "87"
2-7/8"rd 1-7/8"rd 1.80 0.79 88 "
l-5/8"rd l-%"rd 1.19 0.45 78 "
l-%"rd

2-1"rd l-l"td 2.58 0.78 45 5/8"rde9"
2-2"r8 1-&"rd 1.55 0.58 75 " s7"
2—8"rd 1~9"rd 0.59 0.52 87 " 88"
2-2"rd -%"rd 1.55 1.18 125 " @6"

l-5/8"rd -%"rd 1.19 0.95 104 " 87"
1-2"rd

[I I! I! I! H b6 . 5 IV
1‘%"rd 1-5/8"rd 0.80 0.89 115 " 88"
1-5/8"rd "
2~5/8"rd " 00.92 0.84 81 u @7
2—2"rd 1-%"rd 0.59 0.09 20 ------

II n n n H .....
2-7/8"ra l-l”rd 1.98 1.05 122 5/8"e5“
2-%"rd l-%"rd 0.59 0.15 79 -------
2-§"rd 2-%"sq 1.58 1.20 120 5/8"r488"

" " " 1.40 128 " @5"
2—%"sq 2-%“rd 0.89 0.54 150 " 87"
2-f7r8 1-%"rd 1.55 0.59 51 - -----

2-1"rd 2-7/8“rd 2.78 2.79 124 5/8"r885"
2-5"sq 2-%"sq 1.00 0.59 50 -------
2-%"rd 2-5/8"rd 1.49 1.10 75.5 -------
2-l"rd 2-7/8"rd 2.97 1.17 57 5/8"r885"
2-%"rd 2-5/8"rd 1.49 1.10 101 "
2-5/8"rd 2-%"sq. 1.11 0.88 70 5/8"r888"

4_—____________;::::IIIIIIIIII.

 

T,___fi

Floor beams cont.:

 

No. Size Tee Main Steel As sq.“ Bond Stirrups .-
straight bent have need f/Sq." i-

211. 12118 25 2-l"rd 2-7/8"rd 2.77 1.89 70 5/8"r885"
212. 12512 19 2-2"r8 2-%“sq 1.58 1,10 104 .........
215. 12214 29 2-7/8"rd 2-7/8"rd 2.41 2.22 128 5/8"r887"

214. 12X16 21 " 2-%"r8 2.08 0.94 72 " 88" 1’
215. 7418 15 " 1-%"rd 1.84 0.88 77 " 97" 5;
218. 8&18 11 2-%"r8 l-5/8"rd 1.19 0.92 85 " 1?
217. " 10 2-5/8"rd " 0.92 0.72 75 25r889" I
218. " -- 2-%"sq. l-5/8"rd 0.81 0.77 85 5/8"r889" 1
219. " -- 2—%"rd. 1-8"sq. 0.84 0.47 90 " 912" E?
220. " 10 2-5/8"rd 1-%"rd. 1.05 0.77 90 " 1
221. 12118 -- 2—%"rd. 1-%"sq. 0.84 0.47 104 " 1
222. 8518 -- 2-%“sq. 1-%"Sq. 0.75 %:51 58 " T
225. " -- 2-5/8"r8 " 0.88 0.59 80 " 1
224. " 10 " 1-%"r8. 1.05 0.92 110 %"r888" i
225. 7 -- 2-%"rd. l-%“rd. 0.59 0.51 74 1" 57" i

228. 12212 20 2—%2rd. 2-5"sq. 1.58 1.54 118 5/8"r488" ,

l

227. 8X18 -- 2-2"aqtop,2-8"rd bpt0.50 0.17 50 ------- 3

_ 0.59 0.14 _ 5

228. 12X18 18 2—7/8“rd. l-7/8"rd.1.80 0.79 88 5/8"r888" .
229. 8228 -- 2-%"ra. l-5/8"rd. 1.19 0.87 58 " 59"

I
250. 8X18 -- 2-%“rd. l-%"rd. 0.59 0.25 48 ------- i

251. " -- " “ " 0.51 75 %"rd@8"
252. " -~ 2-8"sq. " 0.70 0.59 88 5/8"r8810"
255. " -- " 1-5"sq. 0.75 0.59 85 7

H

255. " 10 2-5/8"rd l-5/8"rd 0.92 0.45 85

258. 12114 28 2-7/8“r8 2-%"rd. 2.08 1.27 94 5/8"r885.5"

257. 12125 22 2-1"rd. 2-l"rd. 5.14 2.79 84 " @107

 

l

A—-——-------IIIII||||||||||II

 

 

floor

Floor beams cont.:

56

No. Size Tee Main Steel As sq.“ Bond Stirrups
straight bent have need 7 sq"

258. 14828 20 2-1"aq. 2-1"sq. 4.00 2.81 80 %"rd@7"

259. 8X18 15 2-%"rd. 1-7/8"rd. 1.48 0.74 78 5/8"87"

24° 8X55 -- 1-2"sq. l-%"sq. 0.50 0.11 54 -------
241. 8255 -- l-%"rd. 1-%“rd. 0.59 0.11 41 --------
242. H -- n n n n n ________
244. a -- " n H II n .......

245. " -- 1-5/8"rd. 1-5/8“rd. 0.81 0.58 87 %"rdb8"
245. 7 —- 2-%"rd/ 1-7/8"rd. 1.48 0.59 41 5/8"812n
248. 8X18 18 2-7/8"rd. " 1.80 0.58 55 5/8"88"
Steel floor beams

N0. 555 l4"WF-58f I required-250 I proveded-597.9 v-1.Z7O
N0. 542. 12nwp-257 plus 12X5/16"plate I required- 518.4

I provided-~298; shear is low.

36"WF-194f I required-~11,000 I provided ---12,103.4
18552-1247 required~- 1,412.5 1 proviced-- 2.227
18*WF-965 required-- 1,412.5 I provided-- 1,647.7

required-- 465 I provided--585.6

1
1

87wr-197 1 requiraed-- 45.5 1 proviued--64.7
50752-1802 I
1

18581-854 required--686 I provided--1,429.9

12"CBL_16.5f I required-- 78.5 I PTOViQed" 105°5

122WF-525 I required-- 180 I pr0Vid6d"245~8

18758-782 1 reqmirea—-855 I provided--1.042o6

 

 

 

Computation of Floor Bewm
Reinforced concrete beam:
8-224 8118-10"T 2-5/ "r8 hook 1-$"rd. 850

%"rd. stirrups 88'

q

Load: 2
Live SOr/sq.'

Dead 62.58/sq.'
Total 112.55/sq.'
112.518.25 plus 185 equal 950 f/lineal foot

Maximum Moment 3 2§9§%%él§§lg: 209,000"?

AS I 209,00018 -
7X18,000X14.5 “ 0.9289. inches

Have As of 1.05 sq. inches

Bond:7§f2§7kgfg = llOlb./8q. inch AllOWed 125 lb./sq."

Shear I gggéggggg : 611b./sq. inch

0.10118 OOO -

Stirrup spacing : 8 61_40 - 10.8 inches

f"rd. stirrups at 8" OK
nteel iloor beam:

56"WI‘-l941t I I 12,105.4

#
fjooofl owe
1 Mia” 3T
.1

(/2X/l3-I- /94 +300) floor fined/ If.

 

 

 

 

L 39’-0 " a,
734,000” 34”"

gasvxazf 435m"f

 

b7

 

 

 

Steel floor beam computation cont.:

 

3 10,760,000 inch pounds

1 = $2 - 10 780 000118 =

s ‘ “‘T820006 ‘ 10'760
Have I of 12,103.4

Shear : 5.6000 plug 54,100 =
56£0.77 2.500 1b./sq. inch 0K

 

 

 

 

 

 

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