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THES'S

I C A T I O 3 S

U)
to
t4
0
H
*5

for
D E S I 6-3
of a reinforced concrete bridge over Grand River
and 3.3. .3.2. at Kalamazoo Street.
L i K S E G-,'H I C H I G-A H .

I y'-
.‘..L Lt

C}
p.

R,Y 1 9 2 4

93870

 

 

1. The design shall provide for '

(3). 30¢3v2y - E3 fact from curb to curb.

he.

(b). Tvo siJCwnlhs - 7 feet free curb to insiflc of 1311.
(c). Exiiing on each sile - 3'-C” high.
The aceifi; smell provifie for the base for the
pavceent over the e2t13e length of the bridge
a170widq 3” for the toy eurfgce.
2. Clearance.
At least 13 fret vertical clearance mast be allowed
from top of rail over the E.Y.C. tracks and six

feet side clrerarce from the rail.

3.4.. A). El quainwfiflafi .. .....a..u.5§-r...x£ . , . . . n . I, . Final-Dan." IIIJIL

 

I I np.
(.DI'.-v

SIECIFICLTIGKS

 

The dead losfis shall consist of the conguted
weight of the material use& in the construction.

In detornifiin: veifhts the follow ng‘unite will be'uscd:

Eaveneut( including base) 133 f/eq. ft.
:einforced coucrete 15? #lcu. ft.
Berth Fill 1C3”/ cu. ft.
gravel and Broken Stone ' 13C $lcu. ft.

(‘3) . 2.1.19 ’11:}...

fihiehever of th

O
h:
C)
1..)
g .1
Q
V
.5

...3 live loses as will

give mmximum stresses.

 

Iotor Trucks of the following dimensions aad
weights.occupying as much of the roadway as is
necessary for maxinuo stresses :

Total weimht 4T 3““ lbs.

' .. s. .1
We 14.5145 on rear 83218 g)". ’f 3."; u

Vii h of tread of rear wheels :4 inches

Distance berween centers of

‘ ' '\ ‘ \ / "‘.
rcurxaumls u it.
“\ Q ’ . _ ‘ ’ ..'. L. ' 1‘ h J.-
Aosyway Space occu;led,c1;cs lo Eu.
-, ‘ ‘- "\ 4"-
“ " " ,IChvbi 3w .3.

 

Cu, hundrefl fortyKléfl) pounis per sq.foot

The above uniform live loading’may be assumed to occ-
upy all or such portions of the roadway area not occupied
by the motor truck loading'as is necessary for marines

stresses.

tn??? fijfi'fi fl MTT'W'W
O ‘-W~* - exh-

Stresses due to an average temperature variation of
65 degrees shall be provided for . When temperature stresses
are added to dead and live load stresses the allowable unit
stress may be increased 23 fi.
4. ”-111“.
For concrete arches with spendrel filling of one foot or
more no allowance for impact.
On concrete slabs,rirders and Open spar drel erc1es
allow 25%.
5. ”I ‘" 311.111--..“1‘ ”1313?;— “ .11.}. #121.“ .LL”35£L.7:1 11—51-31 “IT-:13...

Concentrated loads on earth filling two feet or more

 

in depth shall be assumed to be uniformly distributed over
an area the side of vi on is equal to tie widtl of the
concentrated load plus the depth of the filling.

e “I“
.' i

 

Unit stresses shall not exceed the values given in the

following tlble for the class of concrete indicated:

Class A Concrete 1:15;} mix £5301/81.in.
n 3 n 1:2 3 " 2-33.331/ " "
C " l:fi’:5 " 13T8”/ ” ”

 

 

Concrete in compression
( flexursl stress)
Bearing on concrete (where
surface which lead is
applied is at least two
times the loaded area)

.Axial Conpres sion
(a) For concentric coi-
pr¢sszion on a pIein pon-
crete pier, t: e lengtll of
which does not exceed 4
times the least lateral
1IWLL ion or on a colunn
reiniorccd with loraitud-
inal hers only the length
of WhicIldoes notcexwed
12 tiies t 16 3.6a tlnt-

(b) Columns with lone-
tudinnl reinforccfient

to the extent of not less
than 1;,and not more than
4% and with letérsl ties
of not 1(88 than i" in
disueter,l :I" start.nor
xnore txrtn 16 disee.er.

of the lon;itudinel bar.

(c) Columns reinforced
with not less then ls
and not more than 4%

of longitudinal bars

and w-tn circular homes
or spiruls not less than
lfi of the voluwe of the
concrete whose lennth

is less ten 13 13116313 the
least lstercI dinension

51185113. 110611.. L‘bS {71(21311‘8 Of
die»onnl tension,o:1
plain ccnczete BLCt ions

1 B C
_;Eonnds ncr_sfiusre inch
N P, '1 s
'30 6)) 53:)
C 1‘1. f"? " ‘.
c7§ 7-3 /)1
—-, r f‘fi
5,3 453 y»
550 450 5);
:1 "‘5 I ,3 r- » a
g; Q)» 1W1
5) 43 35
153 12? ?5

Sheirinmd a.e wrs~uxe of
diagonal tension, on sect-
ions fully reinioreed for

di"onsl tension in excess
of tlat allowed on pIe in
concrete

 

Mchilng Shear
Bond on plain bars
Bond on deformed bars

Ratio of'Ho-luli of EI_asticity
of steel to concrete"nfl

Concrete in tension

Steel in tension

Steel in compression(where

"I153 Q? CQTE

”Win13!
.1.’— 4 ”A

 

.1. 3 ‘L
figqfifi nc* fit1re_xgl
153 110 95
110 93 65
125 133 80
12 15 15
o 0 °

 

16,c:o #/ sq.in.

imbedeed in concrete) is "n“
times the stress in surroundin3

concrete and in.no case should exceed 16. 009 #lsq.in.

   
 

The followieg soil pressure shall not bee geeci
Clay 4 tons per IQ.ft.
Gravel & Sand 5 " " " "
Piling may be required

 

((1)3119 bottom of the footings for the abutxzentl 8.1113.
piers in the river shall not be higher tium elevation 93'

For an arch bridge piers and abutnenta 92.13.11 be car-
ried to rock. If in the op---1on of. the designer it is safe
to‘cut off these founuations at a 111(ng :2 e107“ muionfihe
contractor may put in his bid provided these footings are
calyiea 01.133; to a. certain 93. emtio-.,but in no GVOl‘lt higher
than elevation 92.09‘.

(o).For that part of the bridge east of the river the

footings shall be carried to the following elevations:

Eivcr to Sta. 2-53 El. 138.00

Sta. 2-03 to 2.5: 115.33
1-50 2-00 117.0'
1-02 1-50 123.22
0-50 1-20 22.20

The center line of. the piers and abutmenta 51153.11 follow
approximately the line of the river at this point.
13... Qyifi Y) "rhirlvrwn 13.1,

2600 50. ft. of clear water my 57:20.11 be provided below

  

elevation 117.C0 9.12:1 at right angles to the flow of the

stream .

32233 NCIIOH

The last fifty years of our industrial and commercial
develoynent has vorked wonders,so to Speak,in the prob-
lem of transyortation.?his development has so changed the
standard of living'and industrial methods tiiat no+ or cars
awd trucks have cooe,perbnps,to stay. As these vehicles
have been iilt reduced our nienvn"s,streete,a nd bridges
have been subjected to conditions entirely different from
those under which they were dosi{,;w .Tith this situation
at hand the states throd313ut the lotion have tried,not
t smother the movement for more motor vehicle transport-
ation,but,to encourare it by ingrovin3 t1e 1M31ic highways.
The i:nprovv:ont 0:? the high eye has lag3 ed behind the im-
provement of the motor Vehicle because,until rocently,the
automobile has been looked at as an experiment; Since the
nu.bor of motor vehicles have s tcadily increased aid the
,loeds hauled on trucks increased in v:eig 1t it bCCOIOS nec-
essary to re = lace t o hi3.1=7 wss.street s ”aid brid3es of yea-
terday with struotires that will safely WithStLhi the load-
ing of present day traffic. It is for this resson that
the Ci y of Lane sing,fich13an has an extensive isprovnent
program each year. In this pro"7v1 txcre is incl ided many
miles of pave lent.2es ide tile pav<ment several bridg es are
being built. In1 3:1 a reinforced concrete bridge at Elm
St. and Crmni River was built and in 323 a briQ e and
grade cro Mng a Shiawasséé St. and the river was completw

ed. A three Span arch bridge is now being const'ucted at

,
Seymour St. and Grand River. The bridge and grade crossing
at Kalamazoo St and the river has been designed but not
built.?lans are under .ey for a new structure at the River
St. river Junction.0ther structures are being considered

but plans are not yet under way.

H’
m
p
m
'4.
:3

ca

.4
(D

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J
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The present bridre ct Kalamazoo St.
bowstring truss having a span of 214 feet and a height
at the center of 24 feet. It was built at Iichigsn.Ave.
about 53 years ago and later moved to its present site.
It was once floated away during a flood and again moved
to its present site. As it now stands it is approximately
at right angles to the line of flow of the river which
made it necessary to chen3c the direction of the street.
This was done by making an approach free River St. This
arrs 3ement is very unsatisfactory due to the abrupt turn
on to River St. The bridge itself due to its age and the
traffic to which it is subjected has become entirely in-
adequate and unsafe. The above facts are a few that assist-
ed in convincin3 the city authorities that a new bredgv
was needed at Shlenasoo St.

In looling sue d to the new etructure,the first ob -
stecle was the I.Y.C.R.R.on the oust side of the river.
A new bridfe at this point would attract more truffic
and since the triffic at a bridge is highly concentrated
a railroad crossing would cause serious delay. The only
feasible way to avoid such a condition.wss to make it an
overhead crossing. The next condition to be considered
was the kind of stil on which the foundations were to be

placed.

It V2 5 found by test holes t- .2t t2e1“ v'cre several strata
of sund,c12y,221 gravel the tot21 deptZL amounti2r to 43
feet 02 both sides 0 the river. T‘is co2ditio2 m2ie an
ulc:1 ornge impossible from the finn2oiel et22dpoint since
conservative aeeihm rs renuire tlm t tl1e arch have a rock
foundation . The possibility of a slab briage «as elimin-
_ ated because of tn‘e long 93223 necesc2 ry 223 also Iron

t1 19 ewpcarence each a structure pres ante. The type not
yet considered but t1e one W1ic1 provel to be the most
economical from every point of View is t11e cantilevee r.
First,it has an appe2rance eoual to that of the arch.
Second,.it does not renuire rigid foundations since the

load is appliefi to the foundation vertically.

Sou.

Cowox 7v 0N5

7237' //o:.: #‘l WEST BANK

TEST/{0L5 # 2 £457“ BANK

/

#1- ELEVATION

___4'=________
f7“.

_ _ : _ _ ___//£ _
REDCLAY
EMVEL
£‘0Y loo
Gnavtz. go

__ -_______ _ .510
Rec-tr

___ -2 ______ '7 .0__

J ___ £55

 

_—_._1

41:2

7
FILL a:
73F Sou.

p— __
CLAY

SflND

y._._.-

L.

6R4 v51.

.——__._________0__—

can #1

Bear

 

 

P’ AN AND JECT/ON THFPU CENTER
P90 550 BRIDGE AT KALAMAZOO STAAMS/NG

”Ar-I sch—E-3/a=/0

 

 

 

 

PRESENT 51.5 v: ”0sz

 

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I
0-!0'7'1 -—Z'
-— MEL:-
1 “ ¢
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| RETAINING WALL
‘\“ : VERTICAL Stcr/a/v
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GRAPH/CAL SOL LIT/0N

 

0-9- | 7-1.6?“

”.‘...Ja-UJQ

Retaininf Hull East 331 of
Dimensions: ( L11 dimensions are rofcryed

hi; gh end of the 3:11)

S?LCi-” of stenl
cst enl to l7'-J“ an-“ orc‘r' r
.’. arr- '? I.
171-03 to ;)'-0‘ ” "
33'-C“ to 4'-5" " "
Sectioz Eiltn of base (b)
" "fl "
‘1'-. 7. '
7H “t '. "J
I .1 .. \I
A A t ”I“
1.I__w 3"“!
f\ ."h' ’ ’
L5,-UI' ".U '
33'-6" 6.5L'
.. q f
26' " U.’3'
49".?" (1055'
5C" '3'" CNN”
f I"
64'-C" 6.0“

8*3dt of P rth retainefi is 130 7/ cu.:t.

For the stem of a rgtl9n1p7 W911 final

3
the followinx fornu’az‘fi= :w'h 1 cos e
o
f 3 factor of limitation
w': equivalent liquid weight

h. hei3ht above base

6 = an 2:1e tile thrus raga-:93 with the

LN rid e

'..'

J.

to the vcsu

1.

O I'

cJolxnson recommend

P. 5 3
horizontal

F.)

ience v th local soil have c neledci that the above ex3ress-

q
-
x ‘ "

' J
ion m: Nb represented by : H’z‘l,_y'h? ” - w “I
'( "J 1’”
2 n J

VJ

...
J

'4

They assume the t1~7st to act horizontal which 31-1aeee a
”veitcr 337:n , Since severfil sim'lar walls have ova; co;-
struotoa in the o- -ty of Lanning unler tie sane assu33tion
and the 3rovci satisfactory,it is safe to use the above

results in the a.mijfi's of the present struet‘ 3.

Section C'-;’

 

:I : 9;-~ 95’. a 1‘?- y f i 2 :,:::o 'f‘
19 1o
3/4“ roan egocea 6" have on area of .35 sq.ie.

.. r, p. a «.w- u ~99

- ‘ f - n n 7‘! _-'~9_ ‘. 9" .3." :
f8 - - 1 ‘ .tg-ITJ ‘ i _ .'. - ’J .1 I! '1 . . ”-9 .LJ'-

AIS IO: . X .m’j-l X 3 “in! 130;}?
.5
3‘: = 7-3 / 1151‘ = 1 “rum :7 1': , : 1;:

 

“utering diafrin a p. 3’) it}: n :1”? e31 £8 a 133??

II
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W '1' '1 "
and}. -w... A - .1 {7' . . ’ q 1-”, '9‘
.2) x .‘114 X1 ’ - 1—5.9] .f .14 ~1',' ¢;‘.‘9’I'.

“ - 9-" 7‘ . r)
4,. - 1 1 l1 ._ f. 1
1; X l; LRMW-3

.‘.- , .. . . I", "f r’ '1" .‘ . . -'.
iron ai~xru1 9 p. ,9? £0 = ,99L39 “in;

II
.4
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H

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J. ' R 'N '9 s- r 7, .‘., fl 1' .
Seoiioa lu'- " 9/4" roiel r013 Sgicbu y
a q

C. 1-5qu . [H‘s
bl = 1. .J'H‘r 11 t- . \J'QJ n '.“-

 

‘9 u
q cg" A 1.“ 0" I‘. I). , ‘4 ,.
-" ,0 1 L .. ‘ _ . ..
+ X -3

op - I” I
1- - 5-."

‘ ‘ ’,\ - . ”I. ‘_
-ron diav-t p. 34' 30- C 3 * Sat;
‘- - Q - I — fin - ‘,
A; - f ."u f' - 1.-.) " .. .59 X .'./1 3:1: - {JHLJ ":“

. - A ‘ ”1f: - / . - .‘. H
I - Ln-.2:mln# - k z" .‘j '

I, I
: 4.3—0 :3"-

W

0

'1

g'nce the hei it of the wall
1331' 13:;6 1'e’m.i;w‘.;‘;_er of tin {3.0pr

Section 56'-T” Sp:

Tie rsmniddor of the “all is

steel is constant and the hoi

r.‘\

w!
H

._ C‘.. ."f.
1~ ud- .0

: - o. ‘ I g . ~. J-o a». v- .'i'
LB beco¢;3a less Lu *5 33-9
. I I p ' .
fl] (1 '9'“ .MY ‘._.- {‘1;r,~
i 7.. .lLtnv -1“ ’1 lefiaity u.J.¢"-).
O, n!) ‘ \ 0-, '.»
a; g o; ;:s 1;"
I - ..‘ ..
:‘x a I'
\.U I
- ,0 .. -' ~. _,. .. ‘_ . f3
safe £31.;ch t3 SJ—WF—lk'. ‘ 4-

‘ q . ‘. .
git is ufiC?8~SLL3.

“IRT‘ F?“ ”.q v-T\'-n-D' e—S'q or'ltvwli
MbL‘é—l L)“ 2.44. 41.... -...,.*-.L..d'_7 ”.‘....Ju

Section of V311 at west end.
2193;218:1211: falls v::*1s‘:21n 1529 mid 1e third tlerefi’ £0320 $.15" fez
araiLst overturninr. FIon th= 10965 a: aho::n in the die 3-
ram the total vertical pISS‘ure is S ‘2’/ 15. tmTic-Z fix
a 7' beee is 233 "/ sq. t. Allowable soil presnire on
eleyw ~ es Ir a 1 to 4 tan» minimum and our maximum
presstwe is onl .C §,hegoe the soil will stanfl under
the well.
AF: 3114-21125 12-20 211.11; treasure at £162 heel GQ‘““-1 to

zero , the ugit pressure at the toe = 22 .1 : 11833/7
8 1533 f/ sq. ft. at toe .

Wis wi. 11 Le tak a eethe uxit pressure on tee entire
toe.

Shear along plane H2 3 Efil7 / 141 = 20 VI sq.1n.

Safe Allowable 43 1
Vt; of eirth above heel Q3 {/ft. t wt. of heel 63“#/ft.

O -

= 52129/ft. total yressure on heel.,
V/A 3 v 2 637: / 144 = 43 # which is above tLe allohIUTQ

I13

fo:c p12 in concrete cut vfl:en t2orous 1y re .110 rcedm my 50

8-8 .213." :L lL—C'“

Tmémcnt at that section 2 x 6:33 - 1263“
eel Spaeei 13" for first 13'

'1- '” P. v T‘-
S find-~L-oI-uut-1 flow

.0
g‘ . . , 3 :' .1
J../(— x Cu 1‘? :X 1»;

ll
[.4
)

D

II
91
SJ
1")
(D

O

H:
II

VI

K = 124 r : :53 " Safe

TOtW1 Pressure on toe 3:936

- ‘0 H
V

- *0 A,
‘& - a-J '- D

n

r

h-
\

 

- .. ‘fi. fl - . .'. .‘ l 9 J)
1 :3 :7’ T 1
0/- X ov: a
I"; 0‘ "
LLVH' # 10\".

2 Cit? “ -2 #15:]Iirh far plain bars,safe for
1 x .u74 x 10 "m“ deformed bars.

Section 13'-u" Ease width 3 6.7'

Shear alchg secti~n :3 : $205 I 14; = 15.4fi/sq.id.

Shear along vertical plane thru R

:resnure on heel 3 3.7 x 1 x 1 x 133 x 11.5 3 42903

$153 / 144 a Bufilcqin. Safe

5* A - np.‘
""6'-5"') x I:- - 0).! I

'# moicnt of heel prcwsure.

T‘ 8 .. A!‘ . a I- 7 7".- - O .9
J—'q M 5' X l- - 1/ lfiv‘x) 7g $4.9.
0...

She toe is of conutunt lenrth therefore the same moment

. -r~~-

as in other sections - ;¢;3

 

f5 3 =;:j‘_3:13_ = STQL f Low
. x ..74 x 1U
‘

‘
1
u

6:: / 144 2 11.1 # Safe

Shear alan- KR
rreasure on heel 13.75 x 1 x 3.45 x 1:: Z 371;“
37‘“ 7"144 : 55.8 7 Safe Vertical shear thru R
120310.111: at I“. = F: 3: 3'7"“ 3 743'}

f3 3 _"L41/"_‘--‘ :3: 1f? 3 15 433i) 3‘5 34:28

3
1
J
II

E ._ [113§# Xirh for plain
;, .,Q' X .174 x 10 " ‘0'}.1‘8.

Luz“

 

 

 

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fl eruVllL

 

 

 

 

 

an is aquwcfl to tax all ti:

Since the Short 8 u.
11:15,) ( 7.5 ‘ 1353 3 X 1535 7 = 3 X 5J5 2 4:35 '3
Dead 701d moment 3 1/1? W 12

8 1/10 x 1’3 x 7 x 7
= 657 '3
Total nJfl 3t 3 3 33 '3
d
C.#’ Lohxfl.3 3 3‘
f9 " Skfe
2: f0 3 633 Cafe
L‘A'S
33300 the Slab 3;& beams are guilt n03 olithic .17” Zac-
be:a asst n can be 033ccted,in which b 3 ; 8373.

For con

into suyyort.,t1 e len7th of 83m

a1 tance bct rrn faces of su33orts. K301
can 3‘ Center 1 = 32' d = 21.75 " b' 2
,
Bead 103$ - $-3b = 1}?' f/ffi.
36.fi = 9 3 "
r 73 "
z : 1/13 w 13 = 1/13 x r"75 x 5: x 53 = 2:5,::" '3
Uniform live logd fit 14\ W/ft.
I - 1/1'm cf: x 5) x ,3 3 126,“:7 '#

Tot 1 IO““F+
%":)l

J - 6 ‘

LB/ b d

tinuous or restr‘

1:71.15; be 1.7 1:031 “s 1321?:

 

JO.HJOJ p.313

iIlL 0a beams blilt mouolithically

clear

Q

~/
9")"

 

 

(— n 1.13 btj
kfi : __ 3 : 8.76 Therefore case II
2. ILLS 217+} '
k 3 .399
f8 : 4:__ s 331 “”3 v 1° . 2 12,430 f Safe
Asjl 17.7 x .u24 x 21. 75

Sarne bouzn under act101 of the truck load
1): $0”; 31.7 5"' fig - 17.7 b' 3 35"
The truck load occupies a 83336 10' x 33' therefore no uni-
form live 103& can be agplied to any beam.when the truck
load is acting. The total truck load will be assumea to
be acting on the beam.

P

Weight of slab and beer as before 1375 f / ft.

Dead 109C moment 1/10 W'l‘ 3 575.7“3 '§

The load is applie? as shown on t;o loadin3 dia 1 am in wllich
From he shear diagram the danger section occurs ‘oder the

ro1r wheel of the tr1ck hence moaents will be taken about

that point.

P'A (- '1."
PT = L5I.u‘~.J».: I]? R") . ‘(n .9‘;_, .5
‘J *5
‘ - fl f‘ (\n (QC-'9‘ , (Q - " A? .‘."
J - 15.0 W x lo - 11,u1u x lo,o - 293.533 I;

For continuous action use 8413 of momoat

n ,__ _‘ -,
L/lO x 231,333 = 2/3.; a Ifi

Total moment 437,060 '#
118 above 3 : 0854 k z 03:)
:8 a 4': 15:": v 1? = 15,433 2:." Over 1:11 o mmm‘t
17. I . If“? x £101.15 - L; J./:J J‘; I
521,-):1.

This value is larger than the atroeo catsod by the uniiorm

live 1031 therefore the truck load will be used for tLe
following analysis.

 

0
Live load reaction 39.31;;
p 71 fl '3: '3. " "1 .. J;
Del-1d " “ ‘7...“ u - 1
”10””? r - Saear

Unit bond stress,'u : Y7 : “7 6;{3,1
0 X 3 X d b3 x .u4j x 21.75

I

= 55.5 r Safe Allowable 20 5 plain bare

 

 

Unit snearing stress,v 3 E, 3 _Félifi’3
b X J X d 36 X .094 x 21.75

a 95,5 # High, web reinforeenent
HCCdeio

Spacing of turned up bersb where AB - area of turnea :9 bars

5 . v v v 3 x 3.8 x 16,433 x .3fi4 X 2175

 

(‘3
H
.q

2 x 61,;ot
: 27-
Lars are synced 13" therefore they are able to take the char.
Beam . B} - Internefliete
Live load moment 232,3 3 fl

W3 ' 13fi3 fi/fto

 

(
Total w = ECCS‘IBt.

M‘ = 1/13 x T35 x 33 x 33 s 178.01; 0%
Total live and dead loaa no went 453,owo 'f
J :éo995 Forfiume 6 p. 3:

0417 " 2 F. ii:

k

10

:8 s _4i:,o"o r 33 = 14,900 # Safe

11.? X O/l5 x 190 75 -._.__,
Over surport LEZL i.Kj

Q ‘ - , ~-
1713 r L ’3

 
 

.3
II

 

° 15(1 - .a17)
V : 61,530 #

u = .,_é1.cc 7 = ' 49.5 # .Allownble 7e;
”5 X 09 ' X 19073
v I: ’~ = 26.2 11* 7 41 9;:

   
 

)0 x .93) x 19.75

x, = the di.et1nce begro: Id w ic1 no web rei lioreeneot is
needed tool & Johnson p.236

3 1/2 ( 1 - v,/v) = 5:/2(1 A 4:/$6.2) - 3.05'
First bars are turnel no ?'-6‘ from sujnort therefore sgfe
J. 5

S = ’2"; 7- -. - .t.,..‘ "'- =18025"

 
 

:Lree bore ere tarnc u? at tee sapport v.hore tn; 11:1 zen

sneer occurs enl alt; uvh tgjs specie? for two bars ‘3 eli~bt
1 ~ 7
_y in excess of tie actual, the bean is v ell r: inf 0“eed

where tiie “, 1‘ m
mauCSt Shep r acts, 11:7,.lely.t-;e 2.113130373. Sta-10.13.35

are an aflded factor of safety in this beam.

393333-- 33 , . n“+:l"';:£.
Live 1091 moment :72 Q"F Ie
. “' u

Slab ( 3 only) , 653? /ft.

'0. .39
. afi-
‘Jewh‘l ;J"_J '

Bell 375 n

 

Total 4715 i/rt.

'H 8 1/10 x 2733 x 903 = 247.0CU '#

V‘

11

J = .374 k I .395

 

 

f3 : M“ '3"! v = 16.3.33 73 Safe
17.? x .174 x r} I 1 '_
Over expgort 70 91 # 517‘11
to z 2’3“- 1'5 = :7153# H131
15 X .011) "
Reactione IT 73,510
DL 41.28
Total 29,193 = V
n 3 {9.2E3 = 54.6 1 E"fe
by x .117; x 1.5-
v = q_j;1532_” = 95 7 .Allouuble 43 f
JO :1: .Ji1' x C}
I. :-15 ( 1 - .4175) = 8073'

turned up here tare care of the shear for 8.5' ani $46 id-
clinei stirrers provide the web reinforcement for t.‘ 0 remain-
der of the distance.

a =13;1L£‘

‘7’ 1’1

l "3

‘9 f): - a o l‘
44"; - 1:]:I;.:'3

   

l:' \(‘l 'h ‘1
L. X (_./ ’1’...”

Rois are apnoea 1?" therefore safe for turned up roas.
Inclined stirruys have an area of 6 x .19é5 .3 1.13 sq. in.

For stirrup syecz‘xg e =

 

Stirring are gram’l 15" This value of S is small since
the value of V at the support was us ea when in the actual
be m the shear out a distan -ee of 7.5' wetld be much less

givin7a creator Spacing.

Beam - 32 - -:t;r

d = 24.75"; b : :2" Close swan = 54‘
Live 103d moment as computed in gravious been 2?2,UCS'#

Deed load- Slab 1 fi/ft
Beam 1393 #Ift.

\N

'3
d.

 

Total flead loud 239G f/ft.
:5 = 1/13 x 3'23 : 275,333,715
Lota1 New at 543,JC3 '#
J = .233 k: .41
f3 3 “L? 7.71; _ 3 14, "EU 3:" Safe

U

Over sup‘o th1.UVU§"‘H{flh

fc : 14'739 g .41.. 535 f Safe.

 

6w ,2: 3 V
u = ‘3" :4?" 8 4105 3" EST-life.
U1 I .‘ 5'7". x Ci‘ig75
v 2 6°31"?

 

§3 {.311} x 2:4.75 = 95 L‘ Allomble Lost:
1, I 17(1 - 40/95) = 17 x .57 9.7'
3 - 1 1/3" square bars are turned up in e101 grozpe or an

area of 5.3 sq. in.

B: :g4m

 

Bars are t13101 no at intervals of 13" enl extend C;' iron
upport .6 - -?" roina hire at 1' -6" furnLell tlze rLLt o: the
web reinforcement.
Shear at end of taw left up Dfrs 6.37.277.) - (7397, x 173;)
2 47.,;UT

83:10:11.3 0‘}? Stir“ “1:3 : 'l . {3 Y 1,. ‘ry-UJ v - . "I"

Z x ‘r7.)UL
: 13.75 "

Actual 5>GCifl$ 0f stirrups 13".

.‘ .‘ fi t
_--‘ -43 ~' :- T13 I-‘w .‘l‘ -‘ I. a 4‘
.‘.)05‘1 -1 - “2 - “:4 I 2‘}. I I"

13

Beam - 32 - Int 5r3gt.'1qtg

 

Dead load - Slab li‘if/ft. d 2 22.75
seam “71. "
c170 "

3.3304344 = 1/13 x :17: x 34 = 251.000 '4'?

 

Live 10;& moment _. f 2.9%3 "
Total moment 5: 3 .Og'm 135;;
J = 5357 k : .42

f3 : 1400r81fe

 

 

 

 

F Over upon. 15,135.24
Saki-.0.
f0 3 674 f Safe.
Eeuctions L.L. 2:,317
DOL. 50.904
“(34.5.2) 3 v

u = figtfgw,’ a 43.5 is Safe.

91 I ovd? X LL075
V : —4&§_:_ 2 91 # Allowable 49$

59 x :Lnl X 2~075
x I 17 ( 1 - 43/31)’ ~ 17 x .33 = 9.5'

I
Sent up barn fake care of 81' . Stir-ups furnish renulnler

of web reinforcement.

°- 0 ‘5‘ Q A A 1‘s 5‘ " no 0’4
914101313 of bars - 3 1: 34,- 1111-» 2: ... 4’? 1:4,». ‘15
r” 1; g: . 7*
C‘. X ‘.l“.' .l‘n/U

 

: 24.4" Barn ar¢ apnoea 17"- $316.
’ "3‘ Ar‘ r
SpuClng of stirrups = i : 1.1g-g,x 1-...“ ?<x_4L-71
E I 4.),1LJ
3 13.6“ Stirrupg are Sgacea 1;"

Low.

.1"

Jeam - 4 2_QQ§:iiq_
uead 10 a - Slab 633 f/ft.
3613 C?”
talk 7??

 

-311 375
25 M5 -/rt.
3 a 1/13 x 27:" x 342 a 357.000 '#

L.L.T.Iome11t 2 7g ’33:)

“““211.aau V4

 

Total moaent

 

 

14

H
P)

8 '93 k " 0397
f; 3 3_§;l.1§° 7 ‘2T1_. 3 11,876 { Over support 14,23;#
‘ 2..;. x gTE : Safe.
£0 : _11,?eg g_;enz : 5:7 4 Safe.
1) x .0;,
v : 33,333 4 27,62; =77.630 #
u = 7"-C‘“ 35 # Sfife.
01 X . m.) X (.3
V », “£334.”...— = 85 4‘ 212' enable 4: ;
/~ -'~ 0,“ X '
x. s 17(1 - 47/?3) = 17x A“:5 = 3.2 '
TurLea up bars provile the web reinforcement for -L' f;oL
eep;o-t,hence tie stirm mp9 are an added factor of ggfety
1-1 tlgi: ”beam.
Beam - B, - fig;t;1_
b = 168 ' d = £4.73 " Cleer 33 n: 56'
Deodlood - Sleb 13 f/ft.
be"m 137” W
" 2530 '3
D.L.fiomcnt 1/1? x PfiJ x ::n 3 312,?30 '#

live 109d moment

M

\D
"J

C
(3
{.3
4.:

N;

.r—d

15

Total live an& deed load monen 602,083 '#

.1 = .7323 k : A1
..\ . - f‘ A. r h.- A ‘ 7
f 3 _£:;Lél.gga;fll._ - 12,690 Over sagportjlr,7do#_
IIifh owr gunport.

Ki ”2:1 .

 

V 3 ._;Il.i;“ 3 96.5 Allowable 63”
90 x .8.'j 3 L4 75
x, = 13. t 1 - 4"/33.3) = 13 x .535 = 10.5 '
In this bee :3 the first turned u? bar occurs at 13.5' free
J.

support therefore the stirrups are an £1101 gaerJ.

2309.3 «£3: - *Vlte*g_~‘imt,¢_
J 2 .867 k 8 242 d = £5.73"
Dead load - elrb 1330 #lft
been 1313 “

T2413 #Ift.

 

 

D.L;Komefit 1/10 x ?§10 x 53—2 : 2:9,433 '£

Live 101d moment 293,093 N

tOt'll 1110:":1:“'1'lt 5331.Ci.-U :3

f9 = 221.21.222.11 = 15.8??? Over rage-1.117223%;
f2 .'rj .1 3C .ooi X weft-07;) 2:15.21 OV(I‘ ECL" LIOV‘Go

f0 - " Segwyugg~u = fi'yzsgge :: 311

15 x .3;

 

 

 

V 7- 27.5»? e 41.13: = 6'), 3:: {a
u- 3 (.'.) .'.; - 2.22 = 43 f wife.
Y =___T 132.19? I 97.5 f

50 x .o I x 22.75

16

xl : 13 ( 1 ' 42/97 0;) = 13 I 059 = 1006'
Rois are turned up at 13.5'.

Spleing of blrs : 5 r' 3

 

airs are turnel up at 24* in:em~1ils. 0.x.

:0 {2.13 D B ' O C' T; 4; .'. i i Q

3 2: .33 k = .577 d 8 23”
201d 10;; - Ellb C33 fi/ft.
been 73 I

911k 7:2

ail 375

 

lead 101& rWflcnt 1/10 x 2??) x no 3 33 D ,ch'f

 

 

Live load meuent 23:.359 u
T~M
total moment L,L’Juv"1g
I ,-. n. . .- l '- P-nm
f 3 l.8lll :3: 1*, 3 12,939 # Over support 1?,9uu
.L «1.75 x .30 x 29 Safe.
f0 = 33 '39 T ,%?7 = 630 # Safe.
4,1) x .0;
v' C :n‘ Pym;- nfi ro1q . an 1» lug J;
v C ’_I.-.]'-.. § Ll’jvu \V’C-w T
l‘ '.|_T I 'J '
C x .70 x a;
v a .’...-1'52..?_2-L2....,.._ = 31.2 19
:0 x .2.) x 2...:
x. 3 18 x .337 2 9.13 ' Bars are bent up 131' free

 

17
G113 R ASLLITIS
Span 19.5' a' I 33’ d 3 65”
Dead 102d cone on tratei at the cents? of the 6,5.:.;'...<~:1:':
303% 33 9t”$/St. x 15' = 13,503 #
" 32 :73 “ z 17 3 14,533 #

32' of slab at 13“’ ?t. : 41,6UO #

 

!L\
M

H
\n
C

II
P
} i
4‘.
k)
”k

fit. of rirfier 3;:‘*
1"vf

finnnnt of concentrztei fieid 1011 T 7 3 . §?,937 3_13‘j;_

 

h)

Tomcat of uniform dead 102& 1/13 ml 3 1/13 x 1243 x 19.3

47.(5UV I).

-he truck'w " f0"m1 to Siva the mwximum live load Ftreff.
Live 101d mament I 17.3yi x 6 75 a 113.53 tf

Total live and dead 1021 morent §i@,2t3UC '#
Since the girder has a Varying aepfih the w03k09t place will
be aflalyzed,n3flcly,where a = 33"

fo- = l—w-¢-&*ol:—-o—.~_— = 1-3 .‘.}Uij # S-Lfc.
12.7 x ,Uj) x j)

H
II
LQ
C:
r
N

. 3:3,233/ 36 x 903 = 155

a <4 +3

 

 

XI = ').//L‘ ( 1 - 4V/tlg.§) = 4.:‘5 '
Firt"t D {.'.G 3- “.1236 t'UMICdu 11D at 7' 21001.]. (9011': ‘r 0- L- r‘llijoz‘b xtiivh

h

.’.”9 . , ._‘1‘ 3 , ”3“... ,,. .. .1,
provi<1cs 95‘; icignt Tc rotu,ugcc egg.

‘k

At the firvt sectioa two bars are t4;;ed up a44 at other
sect104s three bar? aze t‘wned up 1n11£3043e. the maxi4un
shear occurs at the r43h0rt \"1vre there are three bars at

each section. The r:*cfi.133 will t4cn be bxced of the three

- - n I' -n
7 . r «F . ,
bq'r | O 9 - “Mao-‘47w-L— 0-H Pl," V
c X 04..)ij
= 57" Bars are syncea 2;"

Cirlfir C2
Since the girfier and columns are built monolithicale into
the suyyortr as in the OIFC of t‘11e b014s t e s4Inn may be

tIRen as t4e clear dirtance between fiver of supports.or

15 r.
0
:04d 10413 at center - 5924 4:2 14. a»
n L' 1'3 .2»;
.I 4.4
5' 1531‘; "31‘2“. _

 

Total land at c4nter ”?,C;; 4
Wt. 03 giraer 1243 {/ft.

' n’. on " ' .'

2104161113 0'! forces at 06111.3(? ”1.4.4.4? $34.21*? 2; = 33:01:33 L1?
A
§+

 

 

Iongnt of uniform 101d 1/3 x 1240 x 1b.5“: 42,220
Total deal 1041 wozont 372,333
Live 1021 noneLt 17,)“ x 5.7fi =
£3,633
@0541 live an& dead 1031 n gent . 437,435 I#

Pb
II

“1,,1‘1_3:~. = 14 ~ Safe.

1;./ y; .V74 3: EU

F.
ll

74/1111? : 4.; ,Crzi/ 33 x 4;“:1 a 16?

[tit—‘7‘] -'v
.. 'J j! 1' 1 5731
0 {7 _ . o

5'6
II

 

 

v .-. 69,503#
11 ' 49E - 55.54
42.5 x .'74 X 33
v - .2,
:0 X o 74 X 53 = 7305 f
x. = 13.5/:(1 - 4C/73.3)= 3. 7
S : :4};qu El]; "'3'” X4n11' 41-4;

 

Dead

‘1
L.

1-5-1.1“an

.' \J?.)Jv

WHfifi

Gt

loads at center

3‘ Slab at
13! n n
17' Beam at 3
a! n u
'3' - (“VII .’ P
-4 - £342,» 311-1.)

 

4
Uniform wvijht of :1 ler

zfif‘ '

5V"

Bars are

Ift

Live 104d moment

 

: = 974_v 3’,i 2 =
8
fq I 4" {.3} .1"? 43-: 12
‘- 1L_.:\J JL . 2‘4" X {‘1
~ ~ 2 .
.4: . 11/13 (1 = g; 1.2; ..
)0 x Z1
- .‘.— I. "'fia" [‘1 . V
to - 21:. . 4 1.1.1511
fic:;otiauo F7,775
(”"14-
f. :' r1
LJuD

 

19

54"

spaced 24" Smfc.

13 ,420 f

$3,439

14,8CU
6,90u

 

33,530

 

 

u 8 .JLLLL : 65 99‘ Safe.
4) x .J”4 x 21

4
CI
L

La!

Elrrt bea' up baxv occur at 5.5' from f¢ce of supyort

F = JfiL¢lfld ;;,,-"2 1571'? ”'1 3 53,:
"P II
2 '25 1/. '1) “
bars are 533- cad M4

. 017:1"? ...,

   

0v erall "*wor Aong 53 X 36 5" grotection on all rides
1 1/3 ' 'quzre born 4 on each side of cola?“

Center column

q
l

‘3
U

 

"u”oortv g; G-ird -r G) , - 0x19 b2 3 .
Lou's C1r13 r reactions 129,119
Semn " 61,033
€3,2’3
’fiLSJ,§33 2 P

1? 47.1.1.3
A 1 § P( L - 1 )) 9:3 1

Ifi
II
I
CI
'6
H

 

:
' _;}°15?; .
-~ ' . j . ‘ I“. ,-
;J r ;; x 1 § .cu11¢(19 _ 1))
= 2:: f Allowable 430’
Citride column
Supgortln: G} Beams .2 & 35
Louis Reaction c5 64,530
" 'F ‘ 3’- I.‘ r-
*2 \J) .)1_) J
n {[1112 : 4 ,6 .1 4:)

‘vw

 

 

Center column

Sugyorting CZ - Benny 32 1 3:
Reaction C-L 97,530
$2,551
'3 3 0;. .15 30
l.-

" B.

.3
( .
.
‘Q
L.‘
C1

 

 

- "07 ””4
f - 1"” A ‘ J:_.r__l

O “;_. - F:-
y'J x 1.31)]

Outélla

. n . a". ,‘ 1 M vg
Su930?a?ur C» - owlw

L-

f .
u 3‘ '
(-
"I"
n ‘4, '

-.- T. P: , ~'_ 1 1‘ 4"].-1'"
It) .2: ' ‘23 -1le EL‘II‘J r3 4 '5’) 3

9

u
__.l

5‘ 1
--.J
-2
O
‘3

(2’

H

b:
(I.
Q
#2
O
|fi
Q
0

column

TU)" l ‘ .5)
.‘.-d '1- '

.’f PJQ‘N'
:‘ ‘Q. ‘«
Ll} . "C ’J
r

s p. .1-
I ,I. ’J
f‘! 2 '1 “ 1
C-" .r
‘r Pins.

 

 

AA _
f". ‘ ' ,A:Q."|.

- z. .. j -, .' ,..'
o W" ‘ 1 _"M‘ L ““7“?”
yuu x 1.V1)7

*fi
I

Govt
n60
. ’, _° 1 ° . ‘ .
?Q?L’Lfi virmfif C.
I" M

83-10-32: A...‘.L.

Eeqctio; C.

1
j
~J \n

" Short Lrwm

. - 1-1-1 (WM. '-
c a H q r _

)7 1411' X . h . ‘

U1

pd
M4
O

I V f’ o - .1)
‘- \,I~J ’k" IJ - ‘
‘” 1'.)
jlu { $1

or column

..‘)

\
.
k1

.' ".
\
.

\__.. \‘4
O O
V1

\- §
(f M!

\\
II-
‘3
u.
_n

( .

 

.4

U
Pk)
- 3
C

P)
.4
r)
"A:
70
p
r:
0
O

M ,1 ' .w- :2 .A 11,,
- damn 3, 111 $1039 11~

§
. 5

i—i

 

 

 

 

C’“mILz““”

-pu. 9‘A

9’!)

&

m

Pan 7'-0"

2311 coacentratefi at enfl

Slab uniformly Tiptributci

Live 1031 " "

Vt. of beam 32_x 2‘ x 13J
15+"!

 

?

.— a’ s ' .
1M 3 W v ‘ "1313 33 -
P: a
c 1:

Iomeflt of rail

f a 7: vva v 1? 13,930 #

2.41 x .;:4 x 33

-— U
n- . 'v 1 f0

Eistgnco from 021 Shea

1' -u' 5,120 4

2' 7,240
3' 93550
4' 11.433
5' 15,610

/ I'm-'-

7' 17.348

unporting walks alang main cantilevers

Depth 33"
f.‘ ‘ ~ . r‘t”‘v"\ "
Q; X 5?) - Emu.) F

'M a £1 a 37:: x 7 = 21,0c' '1

750 #lft.

 

r. -, 4,
52 .QL‘U '22"

.1‘1 (“1' A!
C. .‘.; 11%:

m

\n

 

ri j ’ '1’! ‘~_r L)

-9
53-0.

530 # Safe.

 

 

-.,—*—'=—.——v

1'»: CI!"

 

Q ' . V V. ‘
_.'_._.;__* A __._A_ :..____A;__ _

. “MN-us -. Muvvt-uan— .mffi

1n 1'"! k‘Tr‘?Q‘Y\"_?"."fi 0
C 4V' ~0"

.O‘u“ .9- 5-4.0.“ U -‘ U

be couridorci 18 44'. Ending of under surface 105'
Ehfif” «“‘~~ «cctiagn

Section Suaber & Size of :Lis Area.

10' 6 -'1 1/4" 5:3. . 3.357 rq. in.

:3 r 10 fl ' 15.5?

34 5 2' £3.a2

40 13 " 23;15

4x
5.;
LC
:1
{\N
I
o
H
‘24

mgéng
335‘ - Sla3 , uniformly distributei usingifi 2 wxz/2;
x = distance :‘zcom LMFR“POWtGd ezd.
Section ifioment

10? 65,030 '#

23' 260,000
33 59‘, 0:0
3.1 752 .220
4O 1.C4€ ,OC 0 Tfioucnt. c3u¢cd by slab load

4.", 1.;00 .030

01 ht of cantilever - Thickaers at 02% - 4'
" " Supfurt -14'
Yul i C. ‘51“ - 2 '

K( total wciflht) : 1A 3 4 x 44 X 2 X 259 3 119,030 #
Then the load on a cantilever increqron fiowqrd the 9333033

use 2.: a 1': x5512

27

Total dead load
Ioneat.

Section fieubnt due to wt.

of can+ilever

ft.

10 23,530 lbw.
2a 1.3! gm“)
u '- 7. "
3,3 5:32 .0343
.. Car (1‘ '3.
)4 \.a‘v').w‘{-JD
sectign Live loae monent

Kai

7:.»

ya
a:

‘.
20 C;U
'.\- ’—
fia ujJ

\N
p.

40
44

EUr’.“ 10.1211 ””1

2r - .-
2-»-—a'-u

35.500 ft. lbs.
424,3;3
1.1370590
1.5370000
‘2 .330 i390

urine

-. r-

L.:. 2.».

[2

By trial it was found that the max mum monent occurs

when the rear wheel 0

antilever . the front wheel on tee

remaining are: covere

Section

f the truck 1

.,

1 with

2132.11; 11118 to a.
.123 # at tie
55“ F”) ft

1) . J J .
71‘.jfij
1,253,833

:‘sz‘ 6".""\
1 '1 /".' ’ a .' J
1,4ue,euo

U.“ fig ."- fr!“
1 ’2‘?) .'u if;

c placed at the 9213. of? the

concen+rzted loxd of
end

.b'

lbs.

'-
2o

Section ffioeezi t 629 to peytial Total moment
live 1021 (all but 9'ot
. end) .

lo 7:0 ft. 11363. 45)'U95J ftolus.
23 73,090 1 ,194,0 3

36 283,039 3,457,352

34 424,000 3.151.030

40 633,033 4,333,030

4; E1o,ooo 5,550,0uo

The cantilever can be considered a

special form of rein-

forecl concrete bee m and can be analyzed by the method given

in The Concrete Engineer' 3 Hanibook

by 2001 & Johnson p.315.

In this methoi long 2d 01 zaorfieie for2ulae are avoided by
using the equivalent ho2ogeneove gection ,by multiplying
the 9261 of t:1e e02-3e esive eni tensile steel by'n.

Theee transformed areas are
the 002preerion f ace to t1e
to locate the neutral axis.
The fOIlOViflg is tie e :1
and comEreseive are2t:

BEE o

trenefor2ea

'd C (L‘s'fi‘iz‘re 52f: ive
area
y 3 aietance from 00232
b 3 breadth ( 34" in

ticn

eewion face to neutral

3205 for all

need to compute the distance from

neutral axis or in otller words

1 moeents equatinn of tensile

( V ' protection) : trtnrformed (a - y)

te2sile
area ’

axis
ilcver)

eectiFns of the cast

ection

C)

20 72

33 131

34 117

40 147

44 113

eample compu etion ( eeetien 1
“Ag-3 + 15x9.37(v-3) =
12‘ 43.5(. -3) =

 

 

F.

L2

'.- O”)

15 X 9.37(55 ‘ F)
140.5 (35 ' Y)

 

 

 

12 y 9 281 y* : 71W .5
y g 13.8"
I - L0 § n18 0 3-9
(5
n ' d -
ml;3 = (y - 3)“ - 15 x 9.37 (10.8) 1641
_ 2- , ,
nlfi = n.45 (3 - y)2 = 15 x 9.,7 ( 42 2) - 2503
Ic 2b ygli 2 24 x (13.8)3/5 = 22430
I = 26541
go :‘3 3/1 436,230 x 15.8! 46.54- = 227 3 Safe.
in g 1113;; -3) a 11334333331173- . 2-4373
5 I 20,331
f = nijD - v) 33;; x 43: 77? x33“.3 3 9,350
9 I £4,941
5:52:03 20' - 7 F .4 - n,
I - 1.1.7.110 444'- - 1.194.1JLJ
to: 1.1.1me lifte.
1i.) 'lI'J
fr: : “.‘.-34114;: .3.“ 3 2935.4 7?" Slfeo
L) 11).17s}
f = 1533_ l 74.9'0 x_35375 3 ?13' f 5:-e.

 

11/.1'I‘J

F! Safe 0
' Safe.

f 8

'fi
C
0

f =

 

_;5 2-; 231 x- 79.3 :

 

9 h“ p‘.
5;:"C. .UUJ
Seofiion 54'
I 3 47o,LZ" ‘H 3 3,151,003
f0 ‘ 2,1Q1,$’? X 53.2? a 147 f
f; : '-'- 131:) a
9
19 a
Section

f. 3 l" ”f [B- 27“ fun" g,- An '3 =
8 .llw*m++?r&‘fiuhd“~Lh‘bi~

 

w17,a)U
' .‘.. ..-.!' g Y -
1’9 3 11 1.: 5L.)~-'1*"~"J 1: 1L 1L7)" - ‘28 J3
‘ r} I." ' \
0 :.:2J

    

l.‘;-';':_. .llj-J‘

 

1209 f

- h.-\ “r-

Safe.

 

I!

5; Safe.

‘-r|‘"r
X - 8908

 

22e above 9T2ly sin is for one cantilever ,vhich is all
tl2t 12 required siz1ze each cantilever is a paLt of the
1"r0(391;1-'.f one .

In the above congutaticne the values that are m3e2tcr
than there given in the FEBCifiCQtiOHS are cnclored in red.
Sine ,hoeerer, are of little ingort2zce since the: are only
elivhtly greater t222 the r; ecifie-fl val1es. In 02 e.e of steel

‘

:1 C22 c2fel y e W1 t bec22.e it 1.9 a e:;e2&-

[.3

2019 :rcfllct. This ie not t2e c2~e vitl cox erete 231 th
etreee should not be allowed to beco1e larger than the valee
sgecifiei. I: the giriers the ct1~ese in tne concrete is

gre2tly id excess 02 that etatcd in the specificatloue.

For the 2321 719900 @23es l7 & l9.

Q,_-4

 

 

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