Cbh Trough

KARNATAKA KARNAT AKA NEERAVRI NIGAM LIMITED ______________ BLIS   _____________  ______ _____________ _____________ ______________ ______________ ______________ _____________ _____________ ______________ ______________ __________  ___ 

Trough Width of trough 2.50 m Depth of trough 1.85 m Depth of Tie 0.15 m Depth of side wall 0.30 m Depth of Base slab 0.25 m bulb bulb width width 0.50 0.50 cm bulb bulb depth depth 0.0 0.0 cm De!sit" of water 1000 #g$m% De!sit" of &o!crte &o!crte 2500 #g$m% 'ffecti(e height 2.05 m 'ffecti(e width 2.80 m )e"!old*s &oeffcie!t

a b

0.00+8

& D

0.0,

&D

0.0,

&D&

0.0,

0.035+

-tress t

12

sct 

1,

sst 

1500

/ d

1+00

0.8,2

50 Depth  support support  W -hear  critical d  side wall hau!ch base slab top base slab bottom bulb -hear ca calculatio! 1 2 2 2.2 3

30 &m &m 0.1500 m 30 &m 0.10 m 0.15 m 0.30 m 0.0 m Depth 0.25 m 0.25 m 0.35 m

CBL TO TROUGH BOTTOM HAUNCH  2.50 m shear   0.2 0.15 0.1 0.5 at below base slab at abo(e base slab at side wall

Data reuired c$c spaci!g spaci!g of tie tie beam beam  2.5000 2.5000 m Thic#! Thic#!ess ess  0.1 m  _____________  ___________________ _____________ _____________ _____________ _____________ ____________ _____________ ______________ ______________ ______________ ___________  ____ 

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De!sit" of ).&.&  2500 4g$m% i(e load  500 4g for crac#ed sectio!  10.2  s st  1+00 #g$cm 1500 #g$cm

 6  0.8,2 e!gth  2.35 m  rea  T7'  Te!sio!  92 4g 15 -i:e of beam  25 -ide wall thic#!ess  -tress  15004g$s.m m;1  +.+8 10.098  rea  1 2.00+ 5

15

9.,1 10

0.,85

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STRUCTURAL DESIGN OF TROUGH :A

B

2.05

D

2.8

C

-ide wall D A 0.075

.85

2.05

0.25

D

=?   

2.050 m 1$2 @ h2 @

g

1$2 @ 1.85  @ 1000 1,11.25 4g$m b

s



a

W

=i@ed e!d mome!t A D 

W s  10 a 2 > 3b C 2s ? C s 2 > 10a C 5b C 2s ? C 20 abs  0  2

=i@ed e!d mome!t A D 

20.9034gm

=i@ed e!d mome!t AD 

W s  10 b 2 > 3a C s ? C s 2 > 15a C 10b C 3s ? C 90 abs  0  2

=i@ed e!d mome!t AD 

3+0.8814gm

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Bottom slab Dead load of slab 

0.25 @ 2500 

Water load 

25.00

1.85 @ 1000  1850.00 Total  29,5.00 4g$m

S

0.5

0.5

2.8 L



=orce >=? 

2.800 m

29,5 @ 2.500

 18,.50 4g$m

=i@ed e!d mome!t A Dc 

W s  3 2 ; s 2  29 

=i@ed e!d mome!t A Dc

 15+0.15 4gm

S!"##$%&& F'(!or   t /oi!t D D  2.050 m

D&  2.80 m 0.30 % 2.050

sD = sD& E)

0.25 %

 2.800

0.0131,  0.00558

-a" 0.,0290  0.2+,0

Aome!t distributio! table are e!closed at e!d of this trough desig!. To fi!d the )eactio!; -pa! D )a @ 2.050  1$2 @ 1.85 @ 1.85 @ 1000 @ >1.85$3 C 0.125? ; 1359.+  t ? 

+19.89 1500 @ 0.8,2 @ 25

 2.803 C 1.1+ (e

C

1,53 1500

 3.+,1 &m

 mome!t AD 

1050.00 #gm

T

1,53.00 4g 1050.00 10.20

d

 10.12 &m

D%*!h *ro*o&%+ "& 25 C,& e

1050.00 @ 100  5+.+0 &m 1,53

'

e ; d1 C d$2 

Ai 

1,53 @ 52.3+,

5+.+0 ; 20 C 12.50

C(e rea )ei!forceme!t > t ? 

 52.3+, &ms

 +1851.+9 4gcm +1851.+9 1+00 @ 0.8,2 @ 20

 2.,,2 C 0.+23

C

1,53 1+00

 3.+5 &m

Ch%( #or &h%'r  -= 

29,5.00 @ 2.00 2

 29,5.000 #g

29,5

-hear -tress >tV? 

 1.238 #g$cm

100 @ 20.0

-ide wall Base shear 

1,53 4g

-hear -tress >tV? 

 

1,53 100 @ 30

 0.825 #g$cm

100 @ 3.,0



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.

100 @ 30 Germissible shear stress

 1.8+5 #g$cm

0.825 / .85

O

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MOMENT DISTRIBUTION TABLE :IED'



B

&

D

MEMBERS D.F FEM BI&'

AD .00 -20.10 20.90

AB 0.00 0.00 0.00

BA 0.00 0.00 0.00

BC .00 20.10 ;20.90

CB 0.7021 -)0.88 ;892.3,

&))J BI&' &))J

921.18 ;921.18 1.+5

0.00 0.00 0.00

0.00 0.00 0.00

;921.18 921.18 ;1.+5

;130.20 ;33.8+ 210.5+

1,8.95 ;19.3 ,.18

;1,8.95 19.3 ;,.18

130.20 33.8+ ;210.5+

BI&' &))J BI&' &))J BI&' &))J

;1.+5 ,.98 ;,.98 19.3 ;19.3 15.5,

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

1.+5 ;,.98 ,.98 ;19.3 19.3 ;15.5,

;152.+ 8.9, ;28.,1 38.29 ;31.13 ,.18

;9.81 32.90 ;12.1, .08 ;13.1+ .0

9.81 ;32.90 12.1, ;.08 13.1+ ;.0

152.+ ;8.9, 28.,1 ;38.29 31.13 ;,.18

BI&' &))J BI&' &))J BI&' &))J BI&'

;15.5, 9.89 ;9.89 3.95 ;3.95 1.3 ;1.3

0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00

15.5, ;9.89 9.89 ;3.95 3.95 ;1.3 1.3

;+., ,.,8 ;.+1 2.92 ;2.,3 1.,3 ;1.2

;9.10 2.05 ;2.+3 1.9 ;1.1 0.58 ;0.+

9.10 ;2.05 2.+3 ;1.9 1.1 ;0.58 0.+

+., ;,.,8 .+1 ;2.92 2.,3 ;1.,3 1.2

&))J BI&' &))J

0.81 ;0.81 0.3

0.00 0.00 0.00

0.00 0.00 0.00

;0.81 0.81 ;0.3

0.8 ;0.,2 0.90

0.39 ;0.30 0.15

;0.39 0.30 ;0.15

;0.8 0.,2 ;0.90

BI&' FINAL

;0.3 0.00

0.00 0.00

0.00 0.00

;0.1, 0.1, )51. -)51.

0.3+ )51.

0.3 ;0.3+ 0.00 -)51.

CD DC 0.27 0.27 50.5 -50.5 ;35.+0 35.+0

DA 0.7021 )0.88 892.3,

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DESIGN OF TIE BEAM :Te!sio!  92 4g$m -paci!g  2.50m T -i:e of Tie Beam  15 @ 15

92 @ 2.500  105 4g

105  0.0, s.cm 1500 3ro4"+%+ 1 NOS o# 8 ,, D"'

 st 

CHEC FOR SHEAR STRESS :>b@d? C >m;1?st  >15 @ 15? C >10.0?

sct   T

sctct  105

sct  0.21 4g$cm

H%$(% &'#%

K 12 4g$ cm2

\ Ai!imum )ei!forceme!t is to be pro(ided

3ro4"+%+ 8,, +"' - 2 %gg%+ &!"rru*& 6 250,, (( DESIGN OF FRAME:-

@  2.800m  :  1.80m

4

@ :



2.8000 1.8000

 1.55

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)eactio!  1800 4g$m &oefficie!t from table ; 53 >)e"!old*s