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An Analysis of the
i Lansing State Savings Bank Building

 

A fhesis Submitted to

. The Faculty of
The Michigan Agricultural College

BY

M. Ae Harkavy R. Ve Perry
nN Candidates for the Degree of

| Bachelor of Science

oe May - 1918

 
 PABLE OF OONTENTS

Introduction
Specificatiens
Moments
Loading
Dimensions
Dead Loads
Dead and live loads on floor slabs
Wall load on Beams
Washington Ave. Elev.
Main Floor
Messanine Floor
Second Fleor
Typical Floor
Mich. Ave. Hlev.
Total load on Beans
Main Floor
Messanine Floor
Pipe Space Floor
Second Floor
Typical Floor
Roof
Dead load and eccentricity of columns
Sample computations
Fleor slab analysis

Beams and Girders analysis
Colum Analysis
Wind Stresses
96912

Conolusion

Pages

o @ oa a Ff

LO

L5
16
17

>

$668 € S$ &

p
%

oo mm 6}

14

BZ

19
2S
25

£9
5S
55
57
39

47

57
63
Plate il.
" Re
* Se
" 4.
" 5.
" 6.
" Te
" 8.
" 9.
- 10.
“ it.
" 28.
" 13.
" Ie
"= 15.
- 16.
" 27.
“ 18.
“ 19.
- £0.
- 2&1.
" 8.
“ #83.
“ Phe
" £6.

PLATS INDEX.

Front Elevation (Transverse Section)
Footings (Basement)

First Floor (Beam Schedule)
Mezsanine Floor (Beam Schedule)
Pipe Space Floor (Beam Schedule)
Second Ploor (Beam Schedule)

Typical Floor (Beam Sghedule)

Roof Plan (Beam Schedule)

Colum Seotions
Column Sections
Celumn Sections
Column Sections
Colum Sections
Colum Sections
Floor Sleb Analysis
Beam Analysis

Beam Analysis

Loads on Columns

Colum Analysis
Colum Analysis

Footing Analysis

Wind Stresses

Overstressed Ficor Slabs

Overstressed Beans

Curve showing relationship between p & k.
Le

INTRODUCTION.

The Lansing State Saving's Bank was erected during the
spring, summer and fall of 1916, on the south-east corner of
Michigan and Washington Avenues, Lansing, Michigan, by the
frussed Conorete Steel Company, of Youngstown, Ohio, and design-
ef by S. D. Butterworth, of Lansing.

It is an eight story, reinforeed concrete office build-
ing, with terva. ootte concrete slab floors and brick walle,
supported by reinforced conorete beams and girders which are
supported by reinforeed conorete colums, mounted on footings of
the same material.

The basement is devoted mainly to restaurant space, and
includes the area under all adjacent sidewalks, the latter rest-
ing in part upon retaining walle and in part upon horizontal
beams which also support the first floor. <A heavy concrete wall
supporte the vault, situated on the first floor.

The first floor is devoted wholly to banking, lobby and
offices, as is also the Messanine floor, which is designed with
a floorless center section, making a court of the floor below.

The remaining floors are devoted to office space, with
openings for stairways and elevator on each floor.

The roof is practically flat, although some slope is ob-
tained by warying the different beam elevations so as to drain
the roof surface toward the center. Certain beams supporting

the roof also support an elaborate cornice on the two sides of
the building facing Washington and Michigan Avenues.

An analysis was made of one section only, vis., a
transverse section out parallel to Washington Avenue, through
the first bay.

In this seotion a complete analysis was made of all
floor slabs, beams and girders, coOlums and oolumn footings,
following closely the loadings and specifications outlined on
the following sheet.

Following, in the order of their disoussion, are taken up
Specifications, Dead Loads, (Floor and Wall) Analysis of Beams
and Girders, Analysis of Colums, Analysis of Floor Slabs, and

Conclusion.
References: - -

SPECIFICATIONS

and Reinforced.

faylor and Thompson (Th. & T.) Concrete - Plain

Ketohum's Structural Rngineer Handbook - S.H.B.

Hool - Reinforced Concrete Construction - Vol. 2.

Freitag - Architeotural Ingineering.

The following working stresses heave been recommended

by the Committee on OConorete and Reinforced Conorete of the

American Society of Civil Engineers, Proceedings, Vol. XXX,
February, 19135. S.H.B. - page 521.

le

Be

Se

4e

5.

Per cent of

Compressive
Strength.
Structural steel intension - - - -
Conorete in compression where the
surface is at least twice the
loaded Q@reaer - = - = - he He ee 32.5

Conorete for concentric conm-

pression on a plain oconorete

eOlumn or pier, the length of

which does not exoeed 12 diameters 22.5
Compression on colume with

longitudinal reinforcement only,

to the extent of not less than 1%

and not more than 4%; the length

of the colum not to exceed 12

Gieameters - e«-------+---s- 22.5

Compression on colums with rein-

Lbs. per
gsqe inoh.

16000

650

450

450
Per cent of
Compressive Lbs. per
Strength. sq-e inch.
forcement of bands, hoops or
spirals having not less than 1%
of the volume of the coOlum, the
Glear spacing of the hooping to
be not greater than one-sixth of
the diameter of the encased colum
and preferably not greater than
one-tenth, and in no case more
than 2-1/2 inohes, the ratio of
the unsupported length of colum
to diameter of hooped score to be
not more than 8- - - - - “222 =- 87 540
66 Compression On columns reinforced
with not less than 1% and not more
than 4% of longitudinal bars and
with bands, hoops or spirals as
above specified, where the ratio
of unsupported length of colum
to diameter of hooped score is
not more than 6~ - - - - += - =- - = 32625 655
7. Compression on extreme fibre of a
beam, aalculated for constant
modulus of elosticity (stresses
adjacent of the supports of oon-
tinuous beams may be 15% higher) - 328.5 650
8S. Shear in beams with horisontal
a ee

—we
Per oent of

Compressive
Strength
reinforcement or without rein-
forcement- - - - - - eee ee ow £

9. Shear in beams thoroughly rein-

forced with web reinforcement

(the wed reinforcement ex-

Glusive of bent-up bare to be

designed to resist two-thirds the

external shear)- --------- 6
10. Shear in beams reinforoed with

bent-up bares, only -------- 8
ii. Panching shear, only- ~------ 6
12. Bond stress between conorete and

Plain reinforcing bare ------ 4
13. Bond etress between conorete and

drawn wire -------+-+-+-+6¢ 2

Lbs. per
sq. inok.

120

60
120

80

40

For the above a 1 814 mixture (Portland Cement Conerete)
was used as e basis, having a strength of 2000 #/aq. ineh.

(sompressive).
MOMENTS

All steel to be allowed a working stress of 16,000

#/eaq. inoh.

General specifications for Steel and Conerete Highway
Bridges - Third Edition 1916 - Miohigan State Highway Dep't.

Speoe 122, ~- page 18.

i4. When the beam or slab is continuous over its supports, re-

inforcement shall be fully provided at points of negative
6.

moment, and the following stresses shall not be exceeded;
(see Speo. 167, a & b - p. 23) for class 8-0 (a 1°24 mix.
with ultimate oompressive strength per square inch of
3000#) 650# per sq. inoh will be allowed, and adjacent to
the support of continuous beams, stresses 15% (or 747.5)
higher may be used. (agrees with Spea. 7 above).

(a) In computing the positive and negative moments in
beams and slabs continuous over several supports due to
uniformly distributed loads, the following rules shall be
followed.

(>) That for floor slabs the bending moments at center

 

and at supports shall be taken as mS for both deed and
live loads, where W represents the load per lineal ft. and
L the span.

(o) That for beams the bending moment at the center and
at supports for interior spans, shall be taken as ut
and for end spans - for center and adjoining supports,
for both dead and live loads.

(4) In ease of beams and slabs continuous for two spans
only, the bending moment at the central support shall be
taken es ae and near the middle of span as a e

(eo) At the ends of continuous beams the amount of
negative bending moment will be left to the judgment of
the designer, but it must be provided for.

LOADING. |
15. Live Load on Floors. Sohneider's Spec. S.H.B. - page 72.
Upper Stories - Distributed SOf per sq. foot; Concen-
trated S5000¢; per lin. ft. of girder 1000¥ and for slabs
Te

1000# per ft. width concentrated at center.
First Floor - Corridors and Stairs: Distributed 80F;
Concentrated 5000¢; Load per ft. of girder 1000#.

16. Live Load on Colums. Sohneider's Spec. S.H.-B. - P. 74.
Use Specified Uniform Live Load per aq. ft. with mininga
of 20,000% per Colum. |
For Columns oarrying more than 5 floors these live loads
may be reduced as follows; For Columns supporting roof
and top floor - no reduction; For OColums supporting
each succeeding floor a reduotion of 5% of the total
live load may be made until 50% is reached, which reduced
load shall be used for the columns supporting all remain-
ing floors.

17. Loads on Foundation. Schneider's Spec. - 8.H.B. - P. 75.
Live Loads on Columns shall be assumed to be the same as
for the footings of Colums. The Areas of the bases of
Columms shall be proportioned for the dead load only.
That foundation which receives the largest ratio of live
to dead load shall be selected and porportioned for the
combined live and dead loads. ‘The dead load on this
foundation shall be divided by the area thus found and
this reduced presaure per sqe ft. shall be the permissable
working pressure to be used for the dead load for all
foundations.

Permissablie pressure on foundation - 8.H.Be - P. 75 -
8 tons per sq. ft.
18. Wind Load ~- Sokneider's Spec. - S.H.Be Pe 78 = 208/aq. ft.
8.

19. Snow on Roof - Merriman and Jacoby - Part II - page 36.

(Graphie Statics) - 15# per aq. foot of horisontal area.
DIMENSIONS.

20. Thickness of Walls - S.H.B. p. 75. he minimum thickness
of ourtain walis in steel skeleton buildings should be 12
inches for brick or conorete and 8 inohes for reinforced
conorete.

21. The minimum width of web in beams and girders shall not be
less than 1/24 of the span. Spec. 131 - page 19. 8S. & Oo He
Bridges.

NOTE:
An equivalent distributed Live Load » to twice the

distributed Live Load given in Speco. 15, Page 7 was used
and the concentrated load; also the live loads per lineal
foot of slabs were omitted. (KXetohum SeKeHe Be Peo 72)

partitions were considered as live load.
9.
DEAD LOADS.

The following unit weights were used in oomputing the

dead loads.

Common Brick - -~-----+--.-- - - 112# per on. ft.
Conorete oinder- - ---------- 64# per ou. ft.
Conorete stone --------+----.-- 150# per ou. ft.
Terra-cottea briok backing- - - - - - - 1li2z# per ou. ft.
Plaster- - - = - - eee eee te ee 5# per aq. ft.
Slate on Roof- - -.-..-.-.. - ~=-—- 6# per sq. ft.
Windows inoluding frame- - - - ~ - - . LO# per sq. ft.
Bronse door- - ----.. ee 2+ -- 254 per sq. ft.

All these unit weights were taken from &sROHITECTUAL
ENGINEERING by FREITAG - Page 190. These unit weights are
@lso recommended by KETCHUM - S.EB.H.Be - pege 69.

Wood was taken as 3.5f 1.7.B.M. Hollow Terra-ootta.
1 - 4" X12 X 128 block = 16
1 ~ 5" X12 X12 blook = 20f
1 - 6" X12 X 12 block = g2¢
2-7" X12 X12 blook = 27%
Reinforced concrete construction by Hool - Vol. II - page 69.
DEAD AND LIVE LOAD OM FLOOR SLABS.

 

 

 

 

 

 

 

 

 

 

Lf | YY
| |

 

 

 

 

1st floor.

Sections A, 0, & D.

& = 4"

c= 6"
Wt. of floor beam per lin. ft.
Wt. of stem 6X4@ 150 = 25.0#
Wt. of flange 2X12 X 150 = 25.0F
fotal wte- ----------+-+--+-+--+--- 50.0#

Wt. of flooring/aq.ft. = 7/8 S.6# I-F.BeM.= 3.1

Wt. of cinder oonorete/sq ft. =

 

Ao ya'x1' Xx ete 12. 2¢
Wt. of Terra-cotta per eq.ft. 4X12X18 = 16.0#
Wt. of plaster ceiling per sq. ft. _5.0f
Total sqe ft.- -----+--- + ------ --] 36. S#
Wt. of floor beam/sqeft. 20 12 . 37. 6f
Total dead load per sq. ft. = 713.8F
Live load per sq. ft. = 80.0#
Total dead and live load per sq. ft. ---- - - 153.8
Seotion B

as 6"

G6 = 8'
150 s
150 =

Wt. of stem per lin. ft. = 8 X 4
Wt. of flange per lin. ft. = 2X12
Wt. of total floor beam per lin. ft. =

Wt. of total floor per sq. fs. = 58-3 X12,
16

 

Other material per sq. ft. =

Total dead load =

Live load =

Total dead and live load =
NOTE

Terra-ootta, 6X12X128 =

Other materials 36.3 + 6 =

Massanine and Pipe Space Floors.
Seotions A, C, & D.
Wt. of floor beam per lin. ft. = d = 4", go = 5"
Wt. of stem per lin. ft. BX4 180 =
Wt. of flange = 1X12 150.
Total wt. of floor beam per lin. ft. =»

fotal wt. of floor beam per sq. ftew 2525 X12

16
Potal wt. of other material per sq. ft. =

Total dead load per sq. ft.
Total live load per sq. ft.
Total Load per sq. ft.

33.3#

25.0F
58 .3f
43.7#

42.3¢

66 .0F
80 .0¥

22¢
42.3

20.8#
12.5f
535.5
25.0F
36. 3#
61.3%

50 .0f

111.3#

166# Bae ft.
Seotion B.
ad = 6"
o = 7"
Wt. of floor beam per lin. ft.
Wt. of stem per lin. ft. 7X42 160 = 29.14
Wt. of flange per lin. ft. = 1X12 @ 1650 = 12.5%
Total wt. of floor beam per lin. ft. 41.6#
Total wt. of beam per sq. ft. s Si26 228 = 51.2#
Other material per sq. ft. 42.3¢
Total dead load per sq. ft. 73.64
Total Live load per sq. ft. _50.0#
Total load per sq. ft. 123.5#
Second Floor.
Seotion A. & D.
Total dead and live load per sq. ft. = 111.3# See calou-
dation on
Page
Section B,
Total dead and live load per sq. ft. = 123.5#
Seotion 0.
Wt. of solid slab per sq. ft. = 5 X 150 = 62.5
Wt, of other mterial per sq. ft. = 20.3¢
Total dead load per sq. ft. = 82.8¢
Total live load per sq. ft. = _50.08

Total dead and live load per sq. ft. = 132.8#
TYPICAL FLOOR.

Section Be & De
Total dead and live load = 123.5f
Seotion A. & Co
fotal dead and live load = 111.5#
ROOF.

Section A. & Co
Wt. of stem per lin. ft. = 5" x 4" © 150 = 20.8¢
Wt. of flange per lin. ft. = 1x12 21580 = L2e
Total wte of floor beam per lin. ft. = 33.3F
Total wt. of floor beam per 8G. Stn Zoe5 EU = 25 .0F
Total wt. of cinder conorete 8 x1lxil<x 64s 12.24
Total wt. of terra-cotta/sq. ft. =4x12x12 = 16.0¥
Total wt. of plaster ceiling per sqe ft. = 5.0F
Total wt. of slate = __6.0¢
Total wt. per sqe ft. = 64.84
Total wt. dead + 30 live per sqe ft. = 94.24
Section B.

G@ = 6

os 7
Wt. of floor beam per lin. ft. =
Wt. of stem per lin. ft. = 7 x 4 160 = 21.9%
Wt. of flange = 1x 12 x 150 = L2.
Total floor beam = 41.64
Wt. of beam per sq. ft. = Sef X2- 51. 2F
Wt. Of other material per aq. ft. = 59 .2f

Total dead load per sa. ft. = 70.48
Total Live load per sq. ft. «= _80.0¥
Total load = 104 .4#
Seotion D.

4" 80lid slab per sq. ft. =

Wt. per sq. ft. = 50.0#
Other material per sq. ft. = 39.
Total dead load per eqe fte = 89.2F
fotal live load per sq. fte = 30 OF

fotal load per sqe ft. = | 119.2

14.
15.
WALL LOAD ON BEAMS

WASHINGTON AVENUE ELEVATION.

| CORNICE.
Wat. of Cornice supported by beam F.

Area of Cornice =

3.75 + 4.66) ~25 + 1.75) of (le . 5X.
{831 : S) a + {As26 + 2:76) 66 (1.04 x 416) + 1.5 X .678)]

e 7.68 sq. ft.

 

Wgt. of Cornice per lin. ft. of beam =
7.68 X 150 =» 11504/ft.

(Conorete, stone - 150#/ou. ft.) AwBe - pe 190.
Weight on beams E, D. & M, the sam.
16.

WASHINGTON AVENUS ELEVATION.

Weights supported by Main Floor Beams.

Beam F (12 x 20) Length 13.76

Weight Of Wall «

(18.3 x 13.75 -(10'-8-2/5" x 7'-3")] 122 - 1690 =

(169 = 77.5) 121 - 1690 » 9380
Weight of doors = 72.5 x £5 = -_ 1810
Total Weight ------- - (ee ee ee eee 11190

Weight per ft. « ee 815#/ft.

Beam G (12 x 20) Length 17.5
Weight of Wall =
(12.8 x 17.5 ~(10.7 x 1.58 + 7.2 x 6)]} ~ 1690 =

 

| [215 -(145.8)] 121 - 1690 = 6660
Weight of doors = 135 x 25 = __ 3880
Total Weight ----------------- 10060

Weight per ft. = 29060 . s75¢/s+.

@

Beam H (12 x 20) Length 12.75
Weight of Wall »=

(12.3 x 18.75 - 47.6) 121 - 1690 =» 11499
Weight of window = 476
Total Weight -----------+---+---- 11975

2975.
Weight per ft 5 75 940#/ft
 

WEIGHTS SUPPORTED BY BEAMS ON MEZZANINE FLOOR.

Beam Y {8 x 20)

Weight of Wall =

(8.16 x 13.75 - 47.6) 121 » (112 - 47.6) 121 «=
Weight of windows =

fotal Weight - ------+--+----- eee ew ewe

Weight per ft. = rere 600#/ft.

Beam I

Weight of Wall =

(8.16 x 17.5 = (88.6 x 1.06))} 121 =
Weight of windows «

Total Weight ------------------

Weight per ft. = roe = $83¢/ft.

Beam X (8 x 20)

Weight of Wall =

(8.16 x 12.75 - 47.6) 121 =
Weight of windows «=

Total Weight - - ----+----+-+-+-+-+-+---.

= 7501 @e e
Weight per ft. 13-98 572#/ft

17.

7800

476

e267#

5760

946

6696#

6886

476

7301#
Beam R
Weight

18.

WEIGHTS SUPPORTED BY BEAMS ON SECOND FLOOR.

(8* x 62")
of brick wall «=

(12.75 x 10.5 - 47.6) 121 - 12.75 x 123 «

Weight

Weight

Weight
Weight

Weight

Beam FP
Weight
(13.75

Weight
Weight

Weight
Weight

Weight

(134 ~ 47.6) 121 - 1870 = 86.4 x 121 - 1570 = 10450
of window = 476

of terro-cotta » 12.75 x Bebb + is8 x

2.25 x 112 = 5554

of terro-cotta wall = 2eh — 476 x 112 = $220

of terro-eotta (Clamped to R) =

4.5 x .85 x 12.75 x 112 » __ 81280

Total Wetght on Ream - -~ - -----+-+-+-+--- 19600

per ft. = a ws 1540¢/ft.

(8 x 52)

of brick wall =

x 10.5 +» 47.6) 121 - 123 x 15.76 =

(144.6 - 47.6) 121 - 123 x 13.75 «

(97 x 121) ~ (123 x 13.75) o 10040
of window = 476
of terra-cotta = 13.75 x Bobo rte x

 

Le25 £112 = 3600
of terra-ootta wall « aaa-6— 47-6 x 112 = 4030
of terra-cotta (Clamped to P) «

4.6 x .53 x 18.75 x 112 = __ 2284
fotal Weight on P eer tert mre er ee 20430

er ft. = 2043) = 14 e
P 13.75 90#/tt
19.

WEIGHTS SUPPORTED BY BEAMS ON SECOND FLOOR.

Beam Q (8 x 52)
Weight of brick wall =
(17.5 x 10.5 - 88) 121 - 123 x 17.6 = 11616 - 2150 = 9466

 

 

Weight of window = 880
Weight of terra-ootte = 17.5 x as 105 y 1.25 x 112 = 4580
Weight of terra-ootta wall s ae = ¥ 112 = 3584
Weight of tcrra-ootta (Clamped to Q) =
4.6 x -.d53 x 17.5 x 118 = £900
Total weight on Q---------+---+---+-- 214109

Weight per ft. = aa = 1225#/ft.
 

20.

WEIGHTS SUPPORTED BY BEAMS ON THIRD, FOURTH, FIFTH AND SIXTH
FLOORS.

Beam 2,
Weight of brick wall =
(13.75 x 10.5 - 47.6) 121 -(13.75 2 1.66 x .66 x 112)=

12710 - 1670 = 10040
Weight of window = 47.6 x 10 = 476
Total Weight on beam - - - ------+---- 105164

Weight per lin. ft. « ee 7654/ft.

Beam 24 (8 x 20)
Weight of brick wall =
(17.5 x ‘20.5. = 88) 122 -(17.5 x 1.1 x 118) =

11616 ~ 2156 = 9460
Weight of window =» 88 x 10 s 880
fotel Weight on beam - - -- -----+---- 103404

Weight per lin. ft. = ee 590#/2t.

Bean Zz
Weight of brick wall =
(12.75 x 10.6 = 47.6) 121 -(12.76 x11 x 112) =

 

10600 - 1570 = 9030
Weight of window » 47.6 x 10 = 476
fotal weight on beam - ---------+--- 95064

Weight per lin. ft. = 29506 . 7458/2+.
eer P "is7e ” ab#/
WEIGHTS SUPPORTED BY BEAMS ON SEVENTH FLOOR.

Beam Z 2 (8 x 20)

 

Weight of brick wall = same as typical = 10040

Weight of window = same as typical = 476

Weight of terra-ootta - .9 x 65 - 118 = 654
fotal weight on beam - ------------- 111 70¢

Weight per ft. of bean = aT; = 810$/ft.

@

Bean By (8 x 20)

 

Weight of brick wall = same as typical = 9460

Weight of windows = same as typical = 880

Weight of terra-cotta - .9x%4x112 = 400
Total weight on beam - - ----+-+-+-+--+---- 10740¥

Weight per ft. of beam a = 615#/ft.

Weight of briok wall = same as typical = 9030

Weight of window 4 same as typical = 476

Weight of terra-ootta - .9 x 6.1 X 112 = __615
fotel weight on beam 101204

- Weight per ft. =» 29120 . go0¢/rt.
12.75
WEIGHTS SUPPORTED BY BEAMS ON EIGHTH FLOOR.

Beam Z 2 (8 x 20)
Weight of briok wall =

(13.76 x 11.16 - 47.6) 121 = 12800
Weight of windows = 47.6 x 10 = 476
Weight of terra-cotta = (7.58 x .58 x 6.5) 112 = 5200
Weight of flange on Cornice = (.97 x 15.75 x 112) = 1490

Weight of flange below windows = (2.33 x 13.75 x 112) = 3600
Total Weignt on beam -------------+- 21566#

"Weight on beam per lineal ft. ee = 1565#
Beam Le

Weight
Weight
Weight
Veight
Welght

Veight

Weight
Weight
Weight
Weight
Weight
Weight

Weight

WRIGHTS SYPPORTED BY BEAMS ON EIGHTH FLOOR.

(8 x 20)
of brick wall = (11.16 x 17.5 ~ 88) 121 =
of windows » 88 x 10 =
of terra-ocotta = (7.58 x .68 x 4x112) =
of flange on oornioce = (.97 x 17.68 x 112) =
of fiange below windows = (2.338 x 17.5 x 112) «

Votal weight on beam -----+----+----

22260

178

per lineal ft. on deam = 1270#/ lin. ft.

supported by beam Z, (8 x 20)

of brick wall = (11.16 x 18.75 - 47.6) 121 =
of window = 47.6 x 10 =

of terre-cotta = (7.68 x .58 x 6.1 x 112) =

of flange on cornice = (.97 x 12.75 x 112) =
of flange below window «(2.33 x 12.75 x 118) =
Total weight on beam - - - «= ----+-+--+-+- =

per lineal ft. of beam = 2257) = 1540#/ft.

£356

12960
880
L970

— 1900
4560

B2z260F

11450
476

. $000

L572

3802

19600¢
Beam B
Weight

WALL LOADS ON BEAIS
MICHIGAN AVENUE ELEVATION.

(13 x 80) Main Floor.
of wall =

(21.228 x 12.12 - (7' ~ 5-3/8" x 7' 5-2/5") 2)

Leight

Weight

Beam XK.
Weight
Weight

Weight

Beam I
Weight
Weight

Weight

144
121 - 173.5 xX 21.228 = 16300
of windows = 101 x 10 = __ 1010
Total Weight on beam ------------.- 16310¢

per lineal ft. = 16510. 762%.
21.288

(8 x 26) Masseanine Floor.
of wall = (21.228 x 10.08 - 101)1812 ~- 3700 = 10000

of windows = 101 x 10 = 1010
fotal weight on beam - ---------+---- 11010¢
per lineal ft. of bean = 211010_ . 5is¢

21.228

(8 x 26) Pipe Floor.
of wall = (21.228 x 3.2) 121 - 123 x 21.228 = §130

 

of terra-ootta =£225 : 1.5 1.25 x

112 X 21-228 = _5560
Total Weight on beam - - - ------+---- 107108
per lineal ft. = 20710 . go5¢

21.228
25.
WALL LOADS ON BEAMS
MICHIGAN AVENUE ELEVATION.

Beam 0 (8 x 20) Second Floor.
Weight of wall =

(21.228 210.5 - 2x 47) 121 - 123 x 21.228 = 12970
Weight of windows = 94 x10 = | 940
Weight of terra-cotta on wall = 129 xil2 . 4640
Weight of terra-cotta = 4.6 x .33 x 112 X 21.226 = __ 0540
Total Weight on beam- -------..--. 2e290F

Weight per lineal ft. = Sf een = 1040¢/ft.

Beam X {8 x 20) Third, Fourth, Fifth and Sixth Floors.
Weight of wall = (21.228 x 10.5 - & x67)

121 - 123 x 21.228 = 12970
Weight of windows = 2 x 47x10 = | 940
Total Weight on beam --.-./-.- 2.2.2.2... 13930¢

Weight per lineal ft. of beam = eT = 657#/ft.

Beam X (8 x 20) Seventh Floor.
Weight on beam per lin. ft. = same as above = 657

Weight of terra-cotta per lin. ft. =

 

9 6.5 x 112 . 654 = 37
21.288 21.288

Total Weight per lineal ft. on beam - - - - - 694F
Beam X
Weight
Weight
Weight
Flange
Flange

Weight

Beam M
Weight
NOTE:

Weight

Weight

Weight

Weight

WALL LOAD ON BEANS
MICHIGAN AVENUE ELEVATION.
(8 x 20) Eighth Floor.
of brick wall = (21.228 x 11.16 - 94) 121 =
of windows = 94 x 10 =
of terra-ootta = 7.58 x .68 242x112 =
on cornice = .97 x 21.228 x 112 =
below windows = 2.53 x 112 x 21.228 =

Total weight on beam ------+----+--+--

per lin. ft. on beam =» —27940 .
21.228

(8 x 29) Roof Plan
on beam per lin. ft. »
See page for @etail calculation.

WALL LOADS ON BEAMS. ##$ NORTH ELEVATION.
of wall supported by beam X ist floor per
lin. ft. = 10.96 x 84 =

of wall supported by beam W Mas sanine floor
per lin. ft. = 7.75 x 84 =
of wall supported by beam F Pipe floor per
din. ft. = 1.5 x 84 =

of wall supported by beam 8B Second floor

per lin. ft. = 8.83 x 84 =

Weight

Weight

of wall supported by beam G MTgpical floor
per lin. ft. = 8.83 x 84 =
of wall supported by bean

per lin. ft. =» ll x 84 «=

Bighth floor

256

17200

1970
2520

5510

27940F
1310#

1150¢

920¢

650F

126#

740¢

7408

925¢
TOTAL LOADS ON BEAMS
MAIN FLOOR (BEAM REVIEW).

First Floor
Floor Beams and Girders
Mark 0.
Weight of beam = 8 x 12 x 150 =
From Tile Dead n S286 % 7506 =
From Tile Live s x 6.26 =

Live = 250
Total load uniform
Dead = 330
Mark DD.
Weight of beam = & x 16 x 150 = (per lineal ft)
Live = 0.0
fotal loads uniforn |
Deal = 0.0
Dead = 840#
Cono. with a = 6' ~ 0-1/2"
Live = 900#

Merk F.
Wall load (Dead) =
Weight of beam = 12 x 20 x 1650 =

Mark 4G.
Wajl Load (Dead) =
Weight of beam = 12 x 20 x 150 =

276

100#
250#
250F

133¢

815#
250F

575#
TOTAL LOADS ON BEAMS
MAIN FLOOR (BEAM REVIEW).
First Floor
Floor Beans and Girders
Mark 4H.
Wall load (Dead) =
Weight of beam = 12 x 20 x 150 =

Mark I.
Weight of beam = 18 x 20 x 160 =

Dead (from floor) = 12.75 x 735.8 ,

 

UniformLoad 2

Live s x 12.75 »

Wall Load =

Mark kK.
Weight of beam = 12 x 20 x 150 «

Dead (from B) = 2725 ; 75.8 .

Uniform Load Dead (from C) = 25-75 x 758 «

 

Dead » 1155}

Live = 980¢

fotal Uniform

Live (from B) =

Uniform Load Live (from C) » + x 13.76 =
Live (from D) ss Sa an x 6.26 =
Dead = 406¢

Cono.e ¢ a= 7.25'
Live = 4364

26.

9409
250F

250F
470¢
510f
762F

250F

500#

250F

700¥

550F
250¢
TOTAL LOADS ON BEAMS
MAIN FLOOR (BEAM REVIEW)
First Floor
Floor Beams and Girders
Mark K ll.
Weight of beam = 12 x 20 x 150 =

Dead (from floor) = 276 x56 =

29.6
FOTAL LOADS ON BEAMS
MEZZANINE FLOOR
Floor Beams and Girders

 

 

Mark W
Span = 19' - 7-5/4"
Weight of beam per lin. ft. = 8% 26 x 150 , 175.6#
‘Weight of iron wall = 650 .0F
Prom P Dead = 2750 x 7.41 + 1520 x 5.46 1620, of
13.46
From P, Liye. = B00 x te8h ike x 5.46 . 765: 0#

(Live = 825. 64
fotal Uniform (

(Dead = Of

(Live = 16204
Concentrated /(

(Dead = 745#

Mark Y
Span «= 13' - 9-1/2"
Weight of beam per lin. ft. = 8 x £0" x 150 « 166.2#
Weight from wall per lin. ft. = 600.0¢
Weight from P, dead = 1750 -0¢
Weight from P, live = 800 .0F

(Live = 766.2¢
Total Uniform (
(Dead = OF

(Live =» 1760¥
Concentrated (
(Dead = 8004
TOTAL LOADS ON BEAMS
MEZZANINE FLOOR
Floor Beams and Girders
Merk [I

Weight of beam per lin. ft. = 8&8 x £20 x 160 =
(Dead) Weight of wall on I =

Mark x

Weight of beam per ft. =» 8 x 20 x 150 a
(Dead) Weight of wall on X =

Mark XK

Weight of beam = 8 x 86 x 150 =
Weight of wall on K per lin. ft. =

Uniform Load (
(Live

Weight of beam per

(Dead
Uniform Load (
(Dead

(Live
Uniform Load (
(Live

(Dead = 12.75 x oas2 =

= x 12.75 =

Mark B
ft. » 8 x 20 x 150 a
(from A) =
(from B) e AD6 x 18-6 =
(from A) =
{from B) = — x 17.5 =

166%
385F

166#
572¢

216%
518f
594¥

166#
394F
645¢
SR0F
437$
oy

TOTAL LOADS ON BRAMS
HEZZANIBNE FLOOR
Floor Beams and Girders

Mark Z
Weight of beam per ft. = 8 x 20 x 150 = 166¥
(Dead (from B) = 645¢
(Dead (from © & D combined) » 1664
Uniform Load (
(Live (from B) e 437¢
(Live (from C & D combined) = 134¢
(Dead = 1450¢
Cono. Load (
(Live = 800¢
Mark Q
Span 7' «© g"
Weight of beam per lin. ft. = 8" x 18" x 150 = 100¢
Prom tile dead per lin. ft. 0 Shed E7676 o 2428
From tile live per lin. ft. = 80.%.7.75 ws
? ; __1984

Total load per lin. ft.------------ 5554
3550

TOTAL LOADS ON BEAMS
MEZZANINE FLOOR
Floor Beams and Girders

Mark V
Span 15' - 5-1/2"
Weight of beam per lin. ft. = 1504
From P, dead = S01 x 5.82 =» 1750¥
From P; live’» 137 x 5.82 =» S00¢
From Py dead = 342 x 3.87 = 1320
From Po live = 198 x 3.87 «= 71454
Total 150f/lin. ft(Dead = 150%

uniform (Live «= Of
Concentrated pene = 20708
(Live = 1545#

Mark JU
Span 1]' - 7-3/4"
Weight of beam per lin. ft. = 8' = 16" x 150 = 1334
From tile dead load per lin. ft. = Bb & 61-8 . 1684
From tile live load per lin. ft. » 5.8260 . 187

fotal - --=---+---+-+- + - 25-2 ee ee ew 430%
She

TOTAL LOADS ON BRAMS
PIPE SPACE FLOOR

Floor Beams and Girdera

Marx I
Weight of beam per ft. = & x 26 x 150 = 218%
Welght of wall on beam per ft. = 5054
(Dead «= © = 3704
Floor Weights ( SAst A iE
(Live = 0.x 12 = 300F
Mark 4H
Weight of beam per ft. = 14 x 20 x 150 = L292F
Dead {trom As | 370f
wloe6 ~
(Dead (from B = x 17.6 645¢
Floor Weights (
(Live (fron A = 300¢
(Live (from B = a x 17.5 = 4384
Merk G
Weight of beam per ft. = 14 x 20 x 160 = 2928
(Dead from B = 645¢
Uniform (
(Live from B ¢ 438#
(Dena from Beam V = a = 7.6 = 1010¢
Concentration (Dead floor load = a= 7.6 = 18704

(Live floor load s a = 7.6 = 15204
 

556

TOPAL LOADS ON BEAMS
PIPE SPACE FLOOR
Floor Beams and Girders
Merk U (Cantilever Beam)
Weight of beam per ft. = 8 x 12 x 150 = LO0#

(Dead = Sh29 x 728 - 24049

Uniform Load = (

(Live = = x 7.8 « 195 #
Mark VY
Weight of beam per ft. = 8 x 18 x 150 = 150#
Conc. load carried to V from both sides by bean U
Dead (rt. side) = 2640#
Dead (1t. side) = 1520¢
Live (rt. side) = 15204
Live ( 1t. side)= 7554
Mark F
Weight of beam per ft. = 8 x 26 x 150 = £18¢ -
Weight of wall on beam = 1.5 x & = 126¢
Weight from bean V = pive = <00f and ad = 7.6'
(Dead = 980%
Mark J,K & L
Weight of beam per ft. » 8 x 20 x 180 = 1669

Weight of wall on bean = 9
 

TOTAL LOADS ON BEAMS
SECOND FLOOR (BEAM REVIEW)
Floor Beams and Girders
Mark Z

Conc. load from @ 1'= 1045 and a =

Uniform Dead =

Uniform Live «=

Weight per ft. of beam = 8&8 x 18 x 150 =

Mark Bil
Weight per ft. of beam = & x 20 x 150 =
(Dead =» 700
Cone. load from Z =( and a =
(Live = 580

Weight of wall per f%. =

Mark P
Weight per ft. of beam = 8 x 52 x 150 =
Weight of wall per ft. =

Mark Q
Weight per ft. pf? beam = 8 x 52 x 160 =
Weight of wall per ft. «=

Mark R
Weight per ft. of beam = 8 x 52 x 150 =
Weight of wall per ft. =

6.75!
380¢

S10F
150

166#

12.25!

740f

4304
1490%

430
12259

430%
1540#
TOTAL LOADS ON BRAMD
SECOND FLOOR (BEAM REVIEW)
Floor Beams and Girders
Merk O |
Weight per ft. of beam =» 8 x 20 x 150 ow
Weight of wall per ft. =
(Weight from Seotion A. = Dead (per ft.)

Uniform (
(Weight from Section A. = Live (per ft.)

Mark x, & Hp

1668
1040#
390F
5008

Consists of 3 separate beams Hz, Hy, Hg, supported at 1/3 pts.

by JOistse

37.
TOTAL LOADS ON BEANS

TYPICAL FLOOR (BEAM REVIEW)
Floor Beams and Girders
Mark X
Weight of beam per ft. = 8 x 20 @ 150 = 1664
Weight of wall = 700¢
Weight from A = oe x 131 Dead = 4004
Weight from Ae= ~—o. x 15.1 Live ¢ S25F
(Dead = | 1266¥
Total (
(Live « S25F
Mark V
Weight of beam per ft. = 8 x 2090 150 = 166#
Weight from A Dead = 400#
Weight from A Live = S254
Weight from B Dead = EB x 16.5 = 608#
Weight from B Live ¢ a x 10.5 = al eg
(Dead = 1008#
Total (
(Live = 737¢
Merk f
Weight of beam per ft. = 8 x 204 160 «= 166 #
Veight from B Dead = 608#¢
Weight from B Live « 412¢
(Dead = 83984
Concentrated (
(Live = 24824
(Dead = 71745

Potal uniform |
Load (Live 4124
TOTAL LOADS ON BRAMS
TYPICAL FLOOR (BEAM REVIEW)
Floor Beams and Girders
Mark K 0
Weight of beam per ft. = 6 x 14.” 150 =
Concentrated load from n dead =

(Dead «= 61.5 + 13.25 =
fotal Uniform 2
from 6 (Live « —* K 13.25 =
(Dead =
Total Uniform /(
(Live =
Concentrated dead =
Mark @

keight of beam per ft. = 8 x 20 @ 150 =
Weight of wall per ft, dead =
(Dead =

Conoentrated from beam 0 (
(Live =

Mark 2 2
Weight of beam per ft. = 8 x 20 @ 160 =
Weight from wall =

Mark 24
Weight of beam per ft. = 8 x 20 @ 160 =
Weight from wali =

Mark 2 3

Weight of beam per ft. = 8 x 20 @ 150 -
Weight from wall «=

39.

87F
b45F

410
331%

497¢
S219

“sass

1669
7408
S2R7#
2310F

1664
165¢

166¢

590#

166¢
745#
40.

TOTAL LOADS ON BEAMS
ROOF BEAMS

Mark B-B
Weight of beam per ft. » 12 x 20 x 150 = 250¢

Supporte no floor or wall loads and it is safe,

Mark 2

Weight of beam per ft. = 8 x 24 x 150 » 200#
Conc. load from B-B = 1970¥#

(Dead = 350F
Uniform load from D (

(Live = 1184

(Dead = 4204
Uniform load from o (.
(Live = 1974

(Dead = 970$
¥otal uniform load (

(Live = 3154
Concentrated = 19704

Marks F, E, D.

 

It carries a load fron the cornice s 1150#
But due to the cantilever reaction the beam would

sotually oarry 1780¢
Weight of beam per ft. 8 x 29 @ 150 + 750g

 
41.

TOTAL LOADS ON BEAMS

ROOF BBAMS
Mark B-E |
Weight per ft. of beam = 8 x 16 x 150 s= 1334
Hegative n from cornice = 620¥
Mark
Weight per ft. of beam = 8 x 29 x 150 = 2408
Uniform Load from A (dead) » 275¢
Uniform Load from A (live) « 127F
Concentrated = 920¢
Mark WV
Weight per ft. of beam = 8 x 20 x 160 = 166¥
Weight from A (fead) = : 275¥
Weight from A (live) =» 127¢
Weight from B (dead) « 5754

Weight from B (live)
Concentrated = 9204
Total Uniform (dead) 8504
Total Uniform (live) ¢ 371¥#

é
- —_ ee, . ee

42.

DEAD LOADS AND ECCENTRICITY OF COLUM@S
COLUMNS STARTING AT ROOF.
Column Number Nine.

 

 

 

Roof weight of colum above = : OF
Weight from Beam D =» 4500
Weight from Beam M (dead) = 160704
Weight from Beam M (live) »= 1500#
Weight from cornice = 16900¥
Total load - - - - - a 38770$
© 1.1 = £500 x 2 + 16900 x 25 - 690000 - 4
© og = 28070 a 438000 , 10.3
8th floor weight from above = «B87 70F
Weight oolum above = 12x12 150x11.8 = |  1660¥
Weight from Beam Z, = 5800¢
Weight from Beam X dead = —13000F
Weight fron Beam X live ¢ __cob0F
fotal -----+-+-----------+-+--- 62590¢ .
o 1.1= 5800 x 2 - 16560 4.5 © 98 |
62590
© pup = 28860 x2- 5000245, .0961

62590

 
DBAD LOADS AND ECCENTRICITY OF COLUMNS
COLUMYS STARTING AT ROOF.
Supporting Seventh Floor.
Weight from above =
Weight of oolum above = 12x12 © 160 x 10.5 =
Weight from beam Zz =
Weight from Beam Z dead =
Weight from Beam X live ¢

foteal ~--« -- + =--<+ meee wenn www ow
0), = $890 x8 - 161 x 5.5. 88
86225
= 26190 + & ~ §600 = + 9136

®2.2

Supporting Sixth Floor.
Weight from above =
Weight from ocolum = 14 x 14 160 x 10.5 =
Weight from Beam Zig *
Weight from Beam X dead =
Weight from Beam X live = 3360 x .90 =

Total ~-- -- -©----+ = --+ ---2+ - 2 ee -

4° 560( S = 16050 § . 630

Gop * 46060 x 5 - 5600 x 5 «» 00945
112155

 

45.

62590F
1575$
5800F
15000#

51908

- 862554

86255F
2150¢
58004
130008

SO50F

- 212150F
DEAD LOADS AND ECCENTRICITY OF COLUMNS
COLUMNS STARTING AT ROOF.
Supporting Fifth Floor.
Weight from above «
Weight from colum =» 142x140 160 x 10.5 =
Weight from Beam 2, =
Weight from Beam X dead =
Weight from Beam X live » 3360 x 665 =

Total ~--------#«-+--2-42# +--+ ----+- +--+ = o

_ = e589
*1-1 ° 155966

@p_9 © (25650 + 4 - 5600 x 6.5)= -188

 

Supporting Fourth Floor.
Weight from above =
Veight from column above = 16 x 16 @ 150 x 10.6 =
Weight from Beam Ze =
Weight from beam X dead =
Weight from beam X live = 3360 x .80 =

 

 

Total ----+ --+-+-+--<«-+-+--+-+--- - -
e)., = 5800 x 4 ~ 15680 x65 . 496
160235
Gop = 15660 x 4 - §800 x 6.5 sz e161

160235

112155f
2150¢
5600F
15000¥

£28608
1359655¢

135955¢
28008
5800F
13000#

2650¥

- 1602354
45.

DEAD LOADS AND EOCENTRICITY OF COLUMNS
COLUMNS STARTING AT ROOF.
Supporting Third Floor.

Weight from above = 160235#
Weight sf colum = 16 x 16 2 150 x 10.5 = 28009
Weight from beam 3 «= 58004
Weight from beam X dead «= 15000
Weight from beam X live ¢ 3360 x 75 = 2520F

foteal -------- we ee ee ee ee eee 1842355¢
nua = BAG gg A t am

‘

Cp_9 = 15520 x 5 —- §600 x 7.5 = 185

Supporting Seoond Floor.

Weight from above = 1843854

Weight of aolum above = 16 x 16 150 x 10.5 = SE50F

Weight from beam R= 11800#%

Weight from beam 0 dead = 146004

Weight from beam O live = 3060 x .70 = 21508
fotel-------------+--.-- ~ - = - = 2172559
5800 x 5 - 16620 x 7.5

e = mae = » 56

1-1 Ee

®s_9 224600 x 5 - 11800 x6 , ol

217255
 
DEAD LOADS AND ECCENTRICITY OF COLUMNS
COLUMNS STARTING AT ROOF.
Supporting Pipe Space Floor.
Weight from above =
Weight of colum = 20 x 20 1 150 x 4.5 =
Weight of bean L =
Weight of beam I dead =

Weight of beam I live = 3060 x .65 =
fotal «-«-«<« = -=-«#=- +8 = ee wen www ow
e) 1 = 600 5 @ 0840 8 = 2e5b6
” 230965
egag = ACESS BB0065 2- e200

Supporting Messanine Floor.
Weight from above =
Weight from colum above = 20 x 20 180 x 9.6 =
Weight from beam X =
Weight from beam K dead =
Weight from beam K line = 3420 x .6 =
Total - -- +--+ 8 = 28-2 = --+--5+ +--+ - - a

61-1 * 4700 x 7 - 14210 = 375
253825

Go.92 = 14210 x 7 4700 x = eLBA
253825

46.

217265F
1810#
1000#
8850F

1990#

230965F

25096 5#
3950¢
4700¥

121504

2060F

2ES825F
DEAD LOADS AND BCCENTRICITY OF COLUMNS
COLUMNS STARTING AT ROOF.
Supporting First Floor.

Weight from above = 230965¢
Weight from oolum = 22x 22 150x128 = 6050
Weight from beam H = 7600¢
Weight from beam I dead = 177004
Weight from beam I live = 5450 x 55 = 5000#
Total - ---------- ~---- +--+ -e 265515F
7600 - 20
e = = «56
LoL 2652315
700 - ‘
6 = s o21
B-B 266515 "

HOTE:- The dead load and eccentricity on columes 6, 7, and
8 are given in tabulated form on plate 18.
48.

FLOOR SLAB ANALYSIS

(The floor slabs consist of reinforced concrete and
hollow terra-ootta oovered with from 1" to 2" concrete,
arranged as shown in figure on page /O Owemmonly known as
(me Hollow Tile Floor.

Sinoe no load could be taken by the hollow terra-
cotta, the slabs were analysed as T beams.

A typical beam is analysed here in full, showing all
computations as well as referenoes for formulas used, and the

others are givén in tabulated form on plate 15.

Floor slab Section B typical floor span = L7* ~6*

Clear o to o of bean = 16"

Total dead load per lin. ft. = 73 .5F
(for detail of dead wat. see page /7 )

Total live load per ling. ft. = . 100¢

(The live load was doubled in accordance with the modified
Sohneider's method for live loads given in 8.H.Be page 72)
Total load per lin. ,ft. = 173.5%

2
Max, mom = a Bped. no. » 175.5 x 17.5 x 12 « 8300

12

bs 4"
b's 16*
t = 1"
d= 7 - 3/4 = 6-1/4"
Steel used = 1 1/2 x 1-1/2 standard kahn bar
and 1 3/8 Rib Bar. |
-YPLOOR SLAB ANALYSIS

Area = o4] + .14 = 55 sq. in.

 

AS e585
P euatgaenene e
” ba 16x 6-1/2 - Saf

K = S78 (from table 13, page 588, faylor and Thompson)
J = .987 (from table 14, page 568, Taylor and Thompson)

ta° : (Zormmlas 9 and 11, page 355 (7. & Th) «

sz a = = 178009 per sqs ine

z e 750# per aq in.

° = a
KJba oS76 xee927 x 16 =x 6-285

Unit band = U = (forma 36, page 524, $. & The =

e X Ge = = 75.

Unit shear «= V = _V.. = forma 55, pe 367, Te & Me =
bya

Te te x os SF

Maxe meg. Mom. = 52600
Steel used on top 1-1/2 x 1-1/2 Kahn bar 32" 6 to a and
1/2" Rib bers 38" o to a }

4x 6225
Pg s 1.21%
d= 6-1/4
K = .38 (By Straig line oaloulation shown on plate

075

Pp = P o Eas) » 121 ae = ose 25) . .408
-~X -

Py = Py - Pp @ 121 - 1405 = song

 

= e e © @
M, Arena . Bp liza) (Derived by Prof. Melick. Mich. Agr

 

College) = 58800 x .805 # .87 = 35900
0.805 x 87 + 408 (1 - 9275)
6.25
fo $5900 = 32700# per aq. ine

 

-00805 x 4x Be x 087

f, » —_8 x 55900 « 1370f per sa. ine
068 x 87 x4

 
51.

BEAMS AND GIRDERS ANALYSIS
The beams were analyzed according to the speo. 17,
namely for at least a 1000# Uniform Load or 6000 concentrated
load at the center. The moments were taken as a for a

center continuous beam and at for end continuous bean,

WL”
8

 

for a oimple beam.

Beans that have a T on one side only were analysed as
rectangular beams for a T to one side would only tend to cause
rotation, but it would not add to the strength of the beam due
to the eccentricity. In T beams the compression in the con-
crete below the flange was neglected in accordance with best
practice.

The same formulas were used as for the floor slabs.
The results are tabulated on plates 16 and 17.
One typical beam is analyzed here in full.

ANALYSIS OF BEAM X TYPICAL FLOOR.

bs 6"
&= 20 - 1.5
Span = 20.6
Load on beam dead = 1266
Load on beam live = __ 085
Total Load - - - - - - 1691
Mex. mom. = WL* 1591 x 20.6 x 18 » 810000

 

10 10

Mex. shear = —t e 1591 ; 20.6 ,, 16300
ANALYSIS OF BEAM X FYPICAL FLOOR.
Steel used - Pwo 3/4 x 2 Kahn bars and one 3/4 Rib bar dent.
Srea = 2x .79 + .5675 = £14 aqe in.

 

Ps AS_. 2.14» 1.45%
ba 8 x 18.5

K = .470 (from ourve shown on plate 25 )
Jes l- + = 6843

f, = —i_, « 810000 = 24100 # sq. in.
PI‘A 0145 x .8435 x 8 x 16.5

 

 

f, = iM, —_-_-2_.£810000 we 1490 4 sq. in.
470 x 0843 x 8 x IBEX

Bond atress U » —_ 16500 = 174
g480 e845 x 18.5 x 6

Unit shear » ~~ — 16900. igo ¢
aga 8 x 18.5 x 843

 

Negative Bending Moment M = 810000

Steel used on top - One 3/4 x 2 Kahn bar + Two 5/8' Rib fars
bent from Beam D + One 3/4 Rib var which was bent.

fotal Area =» 2.13 sq. in.

P ww 22hS om 1.44
+" Tx 16.6 *

Py es aw te bS B 756%
8 x 18.5
P, = PP, wo Pf

1 t 2
Pe = P, (kK _- 8)
(1 - X)

Assume K = .4
Po = 0400 and

Py ws 1.44
When K = §
Pp = .637 and P, = .808

From curve - PL 25

Py =olT7 at Kaw &

ri °890 at K = 4

By means of straight line interpolation
K = .415

P, = 1.01%

Ps =» 43%

Jpl- 2A} 872

x = MPT J ~ 810000 x 1.01 x .872

PJ+1 (1-2) 1.01 x .872 + .43 x .919

f. es Q = 25500F/aq. in.
-Ol x 8 x 18.5 x 872

 

ff,» 2 x 560000 » 1130$/sq. in.
8x 18.5 x .872 x .415

« 560000
ANALYSIS OF COLUMIS

In the analysis of the oolums for stresses the full
cross-sectional area was used. Properly the oore only should
have been figured as effective, but nothing was mentioned in
the plans about the sise of core used and the contractor was
given the benefit of the doubt.

The columns were analysed in two ways, first neglect-
ing eccentricity ~ second considering eccentricity.

One Seotion will be given here in full, the others are
given in tabulated form on plates I8 - 19 and 20.

COLUMN SEVEN. FIFTH FLOOR.
Area of colum = 18 x 18 = 324f eq. in.
Load p on oolumn « 165029f
Steel used = 6 5/8 Rib bars
Area = 2.34 sae in.
Neglecting Eooentricity.

f @ eer heres — 265029 462 @ e
oO" Ty ims i)ke ” Babs 1d x 2.54” “ORF Per Sas in

f= nfo = 15 x 462 = 6950# per sq. in.
Considering Ecooentricity.

Weight from Beam Zy = 59008
Weight from Beam Z, = 6650¢
Weight from Beam f dead =» 10073¢
Weight from Beam T live ¢ 4560#
@ Py = 68 os ec"

Xs Pe = £67 x 166029 =» 46500 in lbs.
—_—— —_— —— -- 55.

but from the theory of moments

M= sai + SBER + so 12,24

NOTE; The meaning of these letters is given on plates 19 - 20,

ana SB = S84 AB
IA

 

 

 

 

 

 

SC » Sa —10_
IA
8. = 1D
ad SA TA
then SA = — a of
Le-ly Lo 22 1-igit,, ly la
£ 2IA SIA 2LA
SA = £6500 = 162
126 , 126 ~ 5440 , 246 , 13260
2 2 8760 8 8750
80 =» 76
SD = 246
Sa Hy
——pg~ = 162 x 65 = 10250
SC Ho

= 78 x 63 eo 5310

 

Sa Ly
—pg—s £246 x 123 ¢ 30900

eo) = HN __ 10250 _ _ . .0033
Ph 165029 x 22

B=» .0833 + £28 P(0.8 - 4)” = .0923
= 1 + 28 P » 1.06

f, = te (_L. 4 Sa! = 471$ per sq. in.
56.

WIND STRESSES

The following sssumptions were made in computing wind
stresses, - "Method known as Case I Ill. Bulletin on Wind
Stresses". Method III of the same bulletin could not be
applied here for the point of oontra-flexture falls outside of
the first panel which indicates that the assumptions are wrong.

1. Wind loads were taken aa 30# per aq. ft.

2. Allowed stresses for wind loads were taken 50% greater
than thus allowed for dead and live loads.

3. The point of contra-flexure was assumed to be at the
center of the beam midway between supports.

The oaloulation of stresses and bending moment in
members between second and fourth floor will be given detail,
the rest are given in tabulated form on plate &£.
let 2 = distance from colum 9 to neutral axis then
X+X = 12.75 = 30085 -X+ 44.04 -X or
4X = 87.04
X= 21.76
X - 12.75 = 9.01
50.25 ~ X = 8.49
44.04 - X = 22-26
faking Mom. about the line of infleotion E.E. we get
3340 (5.25 + 15.75 + 26.25 + 56.75) + 3460 x 47.25 +

1780 x 58.25 = 546900 ft. lbs.
det 8.49 V = stress in colum 7
then the stress in colum 6 © £2.2

"oF " of 8 = 9.01
"8 " " 9 = 21.76
WIND STRESSES
Mia BEE Vs OC vs TO vs 21-76

o A , 546900 . 495
1122 = 1122

Stress in oolum 6 = 22-2 x 485 = 10840

" 8 = 6.49 x 485 = 4150

" * * § = 9.01 x 485 = 4370

" * © 9 =21.76 x 485 = 10600
In the same way the stress in the third story colume are
for colum 6 15080

" "7 5730
" " 68 6090
" " 9 £=.44720

The totel horizontal shear in the fourth floor ¢g sum of all
wind loads above » 18590#, and 21930# for third floor.
Let 8a = difference in direct stress from fourth and third
floor on colum 9.
" Sy difference on column 8
" Bo " " n
hy and hg the height of unsupported colum above and be-
low respectively.
as distance between eolum 9 and &
bs " " . 67 7
os " re n oy 6
8, and SpA horisontal shear above and below floor in question
for oolum 9
81B, & 8pB " " 8
58.

WIND STRESSES

8,° & 8,° for colum 7

then 8,“= Sp 4-- sgh pe
_ =
=

 

8)” = sb x D+ 8, x 8+ - 598 e

 

hi
“so

8,° = - 8g x + S, x 5+ 6 - 8° ae.

1

Substituting the values in the equetion we get 8,4

8,4 = in fourth floor = 2400

8B» " " " ws 6400

Wee " = Fm 1200
Horisontal shear in oolum 6 = 18590 - 8,4 - 8,” - 8,° = 2590
Moment at girder in column = Xorisontal shear x vertical

 

distance
= £400 x 5.5 = 13200 ft. lbs. for colum 9
2 6400 x 5.5 = 35100 " " " " 8
» 7200 x 5-5 = 39000 " " " " 7
= £590 x 5.5 =» 14200 " " " " 6
The shear in the girders third floor
s 14720 - 10600 = 4120 between 9 - 8
« 4120 + 6090 - 4370 = 5840 between 8 - 7
= 15080 - 10840 = 4240 between 7 - 6
a ea! ee ee eer -
59.

M, = 4120 x 2heTB = 26200 ft. lbs.
M, = 5840 x aieB = 51000 ft. lbs.
M, = 4240 x sosi8 = 29500 ft. lbs.
61000 x abe = 408000 in lbs. in the same units as

for dead and live load.
Beam Z 4 vas oomputed for a bending moment due to dead and
live load only and the moment = 306000 in lbs.

££, = 14900 in. lbs.

f£, = 658 in lbs.

f_ due to wind load =—428000 » 14900 = 19900
306000

f,. due to wind load g £05000 x 658 = 880 # per aq. ft.
306000

or the total fg = 34800# per eq. in.

fq = 15384 per sy. in.

or the wind stresses increases the stresses over a 100%

ADDITIONAL SFRESSES IN COLUMNS
Colum 9 third floor.

4120
396.5 10.44 per sq. in.

 
60.

CONCLUSI GH.
Basing upon the set of specifications and formlas

used in computation given in previous pages we find that some

of the floor slabs, oolumns and some of the beams are highly

overstressed.

On plate 27 is a complete table of all overstressed

beams and the per cent exceeding specifications.

le

Be

Se

It is to be noted that in computing this table wind.
stresses were omitted, yet it was found that thestress
in the ateel is in some cases over 100% of the allowed
unit, as Beam K Messanine floor, in whioh the steel
was stressed to. 33600¢ per sq. in. or 110% greater
than the allowed unit given in specification l.

The concrete in the beams was also highly overetressed
in Beam K, Messanine floor, where f, = 1190# per aq.
in. or 83% greater than allowed by Spec. 7.

It seems that in designing the building "bend stresses)
between concrete and steel were entirely omitted.

Speo. 12 oalls for a bend stress of not more than

SO0f#. However, granting that the Kehn bars may be
considered as deformed vara and are, therefore, allowed
e bond stress of not more than 100¥, yet bond atress
in the beams reach far above the speoified unit.

Beam 0 second floor for example has a bond stress of
R06 or 106% greater than the allowed unit.

4. Unit Shear. Speo. 9 allows 120# per eq. in. for shear in

beams reinforced with wed reinforoenent if etirups are
5.

- + ee eee — er

Sle

CONCLUSION.
used. Kahn bars cannot be considered as stirups for
the spacing is too excessive and a smaller unit shear
should have been allowed; yet it was found that bean 0
second floor, has a unit shear of 155# or 29% greater
allowed when stirrups are used.
If the wind load stresses were added to the atresses
in the beams of the lower floors the unit stresses in
the material would probably be doubled. fhe example
worked out on page 597 shows that in Beam Z,,
third floor, the wind more than doubled the original
stresses. Thus total stresses in: steel and concrete
Gue to loading only are fg = 14900# per sq. in.

and f£, = 658% per sq. in.

stresses due to loading and wind are f, = 34800€# per
Sq. in. or 117% greater than allowed unit, and
£, = 1538# per aq. in. or 136% greater than permitted
by specifications.

6. Colum Stresses. The allowed unit ooimpression stress

Te

in goncrete should be not more than 4504 per sq. in.
Spece te Speoe 5 gould not be applied in this
building for the stays in no oase were spaced less
than 6" appart, and the speaified Cistance for spacing
in Spes. 5 is not more than 2-1/2". ‘The stress in
colum 8 Mezzanine floor, is 560f par eq. in. or 41%
greater than ia allowed.

The compressive stress in oslums 7 and 8, pipe space
 
8.

9.

62.

CONCLUSION.

floor, are exceedingly high due to the eccentricity
of the column and fy = 932# per sq. in. in colum §8,
or 108% greater than allowed by Spea. 6, and 895
per sq. ft. for column 7, or 99% greater than is
permitted.
Beauis H and G, pipe space floor, are overstressed
Leyoud the ultimate strength of conorete and steel,
and tie only reason they 41a not breax is probably
because some of the etressex due to the ecoentricity
of the columns 7 and 8 at the pipe space floor are
transferred to sowe of the upper beams.
Considering that f, in Beam @ = 2000f then
Ma fokJbd 2000 x .386 x .889 x 87 x 16.5 .

2 2

 

5180000 in. lbs. and

 

f° 8280000 __,___ » 530008 per sq. in.
000750 x 87 x 18.5 x .889

which is practically prohibitive; yet the bending

moment of the beam «= 718000 in. 1b. due to original

loading + 3027000 in. lbs. due to eccentricity of

colum (gee table on Plate /7 ) = $%45000 in. lbs.

or fg » 2350f per eq. in. which ie 261% greater than

allowed unit, and £, = 62200f per aq. in. or 295%

greater than allowed.

The floor slabs also exceed the spec. on plate

A table is given containing all the floor slab.
63.

CONCLUSION.
beams which exoeed the specified unit stresses.
10. The footings are well designed and all unit stresses
are within the specified units.
64.6

ACKNOWLEDGMENT.

In the solution of this work we are deeply indebted
to Professor C. A. Melick for advice along all lines.

Frequent reference was made to Ketchum's Civil
Engineering Hand Book, and Taylor and Thompson's Reinforeed

Conorete.

> eE>-—lUmDlCi™ _-_ ee &. 4G
 

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i ES |
|
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: ee
Seventh Fi. |

|
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| an ae) r
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"~ El. ate Fi.= Tr) {
yr __ . =

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ae: % oi ssc OS a
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Transverse Section
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Columns 6, 1, 8,and Y.
 

 
 
 
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Length! Sheer —

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Bea

 

 

 

 

 
 

ae was

 

ry
¢ bed Note rectongvlor
ep tions for Columns
ry) Py [a] & 8 under OIrd.Fleo

 

 

 

Ai Slee ©

 

Sea Ned

 

 
A Ti aa

 

 

ar a
s

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oa

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Celumn Ne FW.

 
fee 8 5 Ve oe eis REPS. We
— 2 a a

5- | a
ms hse rg

aa

 

 

 

 

 

 

 

 

 

 

=e

 

 

 

 

 

 

——¥. 2

 

 

 

D

 

Column N26, showing Column Ne \4, showing
8 bar com binaTion. T bar combination.

 
 

: PLATE (13)

 

\ @ 2z
a rd @
8 A
e e a
oh
a ee |

 

 

 

 

errr N2 iy, |

 
 

 

“Ye

 

 

Bi SS a.

 

Ne
 

,eCOoOna

- *
EBA 22 40%

| Ph ea
SLO6Y £3800
Rosie on Loy

|
i teley kK 3t00
fe
1 Ce
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—+—

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ahs Bi |
te iad rs

ae
Pre perties

M,=
es

Be tn TES
Pi 5 tPalt-4)

 

14:5
18,5
tok)

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Ie)

G00
2500, 356
18000,276
96000, 216).505)
10500|, 276). 505)
(0000, 415 |,505
10000) 4 15! /.28
90000 415'|.758 185.22

2.09} /69
£08,164
18.5)|,208) 169
18,5 ras) i
reer ml 4

AlN Aee)e

7K

 

 

al’)
err
ook

930
by Re) |
43!
me ) |

1
107
mn
mea
158
A55
\83

[25000
126000
183000)
34+0|_|40000
1315 | 010000
EE pe
aa | 660000

i a edd
19500
Paty)
ri soo
CEE
REEVE ce
BEd

 

 

 

 

Ae ORs
TAUB od
4.000) 328} |.00 | eae
& a [,02| L02| 24.0], 343
ATLL eed

00, 524580 " |286) 412).
$000|,524,380| '' |2BAAI2).
+300 Sr Re) oN 1
"T000 450! 1.54) Pie asi 7
Tele PALIN PX:

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ll
Fx)

 

Pts
tee)
tie}

 

 

 

PX ele Mob -)
reer ee) Su mrey Ld eee

Rel So

A lo2h| EI

wT ae Zi rey

 

 

Paleo ae 53! fen 403| 423.
Ornra mz |
1-18 4
tre ISA SBS| RF | RNs
elerere Rel 1 Log | Teed RTs
8000} ed Aaa nw Rin sPel se,

ad Te
i

roe Pe
| " |

« | ir)

725] 79000
545) \15000
685) /O7000}
reared x
ae De aL!
b12|\240 00d
aire
TN exe
oral IP aerer,
ORI

160
13%

TATE
Pe rantctyd
Pees ees)
FL eXe
Py A=) |OZ00
v4 lex FETS
Take ieee
096, B67, 37500
508 844 ALTO)

Fs ka
Prem:

 

 

 

ea smell IF rm IT Pera [70200]
ey te)k Ere seY4-d Rear
Ro eerste eee
ae XR i 4 201
i " | &750 | 306| 147500)
257,814 bere | 675) 49G000
16,895) Fem 22) 760| 525 000
57o =e i Cele, errr

 

EE need eee eT

Forel mihi ews re fe 528
mcr ra) ae aa

9007 " | |

oso | | |

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& ELIE

Rast ee ae ce
271 BY 21.000 | x Te) se
aaa Tha! = =
MU ea a2 Ea re
we —

i

ae Fal retell PEs 638 000)

 

 

 
PLATE @

 

Sve aT ROY ee A
: ee Pe ot le bd * 100.
pth of neutral axis to eff. OTT dor

vy) of resisting one AES +o rf et

- stress in Steel in A
ip » Concrete in po"

Vs

ey

ims with dovble reinforcing.
>f Compressive steel,
tensile "

a
‘ra tensile Steel in beam To be

vo steel.

ss To ana beam

 
Ue Ae as

 

B : Loads A
r] on Columns :

 

 

 

 

 

 

 

’

 

 

 

 

 

Column No | Column Ne 8S
Tote! aes

4

 
|

San end

Abc 94

a
hd TY

i) aT Ae

at: i haan A )
Betel-Rels a Re
ag re 2

Bi: ea-T-T el

 
>
t 5] A
2 {
} 7
en I r
\ rt _
Snr:
~ 8 al
a
eli l:-1aehal Veo > M= Pe
x rs of : a | 419 7 we

e| “> | 4 I / 84 35 5) KRAaLOO

nd w 135 1277255 6 00K
mat ole) -- 17-1 Pa Lele) e)
Mezz. |.57 #12
ll ol hol ae
Supporta| €z-2, P| M=P-e|
Roof |/03/|38770|400000 |
hi, Floor |.095 | 62590! 5950
[th rT 135| 86255) |/ Goo

J

2 Tt “  |,.094///2/55 | [O500
“3a, 188|135955| RECOK
ttt WEY Ole se P42
Srd : |.J85 [84355| 44000
And |.J00 |217255| 21726
Pipe Space|.200|230965| 46192
Mezz. |.224\253825| S5¢500

lst Floor F410|R6593I5| 55600

Supporfg) P
ooTy el — my ace
A

ee
- 10
5
=
es

 

LU | /60255 | |6 | J6 RS
, | /84355| 18! je] 32
ray. RITZS5S5 | RO! Zo! 400
pe Spoce| 3096S | RR} 22] 404
a (SY) - 7S i
oor |ROES53I45 awa

 
13:2 eg
eee, dnd

A)*2L6 = 60000".
= FI

4(2540=/47 0000 hd

‘_g2xo7)
42 467).9REXxZO

ba re]
es
eek

x

a
i ae 2 sae

 

 
 
 

mabe)

"at center & 750%" of supporTs.

kell oer alan
eas
Toye hani
heat

fs
Fe +
ae I —
an

Shear

Overstressed Floor Slabs
Bond

Allowed Stress

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

hi?
aay Se, FS PS Fn eg Ee
Par Pea oe ee a |
ag TT sd ee
i re Ee Sea em eae ea aa
@ | 96+| L|.ser | —| —| » Pe
XS es
CARY Ye Oe ee
Tae ee
a ee Pra
fi] SE eee oe) ee | TES
Fay Pe ED IR ay PIE RE
Heke eae

 

 

b ” ="
Lesh ket® IN Male alk) k-20 Be Ld 1-20)

 

 

 

 

 

Aah ae hal A a
sulunjon POSSPALSADAD

jooidhy | foo

 

 
Mezzanine

u
uv
=]
a
(9)
7)
o
c

anes

Overstressed Beams

Note: Results of Main Floor Beams are not
Censored as not enough data wos obtainable
5 oka ae To

 
 

 

PLATE @s)

Curve Showing relationship
between & and p.

 

 

 

 

 

 

 

|

 

 

 

 

 

 

 

 

 

 

 

 

cent

 

Sen

a ee a ee from Ona Corresponding a)
adh of a a TTS aT ey Te, 2) | PR, = Pe ety)
FreP, are computed from formulae} * se
7 =R -P2

xX is Scaled, as in illustration.

Letters in older er

explained on PLATE €

 
In pocket on right is contained the 25 tracings of
the 25 blue prinvs inciuded in the text. Their number and
title are:-

Plate 1. Front Elevation (Transverse Section)
Plate 2. Footings (Basement)

Plate 3. First Floor (Beam Schedule)
Plate 4. Mezzanine Floor (Beam Schedule)
Plate 5. Pipe Svace Floor (Beam Schedule)
Plate 6. Second Floor (Beam Schedule)
Plate 7. ‘Typical Floor (Beam Schedule)
Plate 8. Roof Plan (Beam Schedule)

Plate 9. Coluan Sections

Plate 10. Colum Sections

Plate 11. Column Sections

Plate 12. Column Sections

Plate 13. Column Sections

Plate 14. Colum Sections

Plate 15. Floor Slab Analysis

Plate 16. Beam Analysis

Plate 17. Beam Analysis

Plate 18. Loads on Colums

Plate 19. Column Analysis

Plate 20. Colum Analysis

Plate 21. Footing Analysis

Plate 22. Wind Stresses

Plate 23. Overstressed@ Floor Slabs

Plate 24. Overstressed Beans

Plate 25. Curve showing relationship between p& k.
Roof

Eighth Fi. Lod ieee tal £F4 Fin. Fl.szo00!

LAL rr a a al

= ‘
le = e
Sete ee

——— meee TT }

- a .

 
   

HTN
3 1293 03084 8935