water tank exclusive
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0.26 15.30 m
1 Tank size 15.30 x 9.20 x 3.00 m
2 Tank capacity 422280 ltr 0.38 m
3 Angle of repose 30 Degree 17 kN/m3
4 Conrete M 20 25000 N/m3
10 mm f bars 12 mm f bars
scbc 7 N/mm2 m 13 mm c/c 12 mm f bars 30 mm
5 Steel fy 415 150 N/mm2
6 Nominal Cover 35 mm 9.81 kN/m3
7 Thickness Walls 260 mm 0.26 m 16 mm f bars 9.20 m
Top roof 200 mm 20 cm 0.20 m ## mm c/c 16 mm f bars 0 mm
Bottom slab 300 mm 0.30 m 8 mm f bars 180 mm7 Reinforcement Wall 1.90 16 mm f bars 160 mm
Long out side vertical 16 mm F 100 mm c/c 0.85 m height
16 mm F 200 mm c/c upto top
16 mm F 130 mm c/c 0.85 m height
16 mm F 260 mm c/c upto top Bottom slab steel detail
Distribution 8 mm F 150 mm c/c on each face
Short out side vertical 12 mm F 170 mm c/c 0.85 m height 0.26 12 mm f bars 170 mm
12 mm F 340 mm c/c upto top 8 mm f bars 150 mm c/c
12 mm F 30 mm c/c 1.00 m height 16 mm f bars 200 mm c/c
12 mm F 60 mm c/c upto top 2.00 m 12 mm f bars 30 mm
12 mm F 10 mm c/c 0.85 m height 12 mm f bars 60 mm
12 mm F 170 mm c/c upto top 16 mm f bars 260 mm c/c
12 mm F 20 mm c/c 0.85 m height 12 mm f bars 340 mm
12 mm F 30 mm c/c upto top 12 mm f Bars 30 mm8 Roof 12 mm f bars 20 mm
Main 12 mm F 30 mm c/c 1.00 m 16 mm f bars 130 mm c/c
Distribution 10 mm F 90 mm c/c 12 mm f bars 10 mm
9 Base Main 16 mm F 160 mm c/c at the Bottom face 16 mm f bars 100 mm c/c
Main 16 mm F 0 mm c/c at the top face 12 mm f bars 170 mm
Distribution 8 mm F 180 mm c/c
long wall steel deail [email protected] Draw
In side Horizontal
In side Horizontal
DESIGN OF REACTANGULAR UNDER GROUND WATER TANK
Saturated soil unit wt
Tensile stress
unit weight
0.30
0.38
0.30
Water unit wt
Out side vertical
in side vertical
Out side vertical
in side vertical
Out side Horizontal
in side vertical
in side vertical
Out side Horizontal
Name of work :- pkn
90
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Name of work :-
Tank size 15.30 x 9.20 x m
Tank capacity 422 ## mm
Angle of repose 30 Degree = 17.00 kN/m3
Conrete M 20 = #### N/m3
Steel fy 415 N/mm2
Tensile stess = 150 N/mm2
scbc 7 N/mm2 m = 13Nominal cover 35 mm = 9.81 N/mm
3
1 Solution, general:- There are four components of design.
(I) Design of long wall (II) Design of short wall
(III) Design of roof slab (IV) Design of base slab
The design of walls will be done under two condition.
(a) Tank full with water, with no earth fill out side.
(b) Tank empty, with full earth pressure due to saturated earth fill.
2 Design Constants:-For HYSD Bars = 20
sst = 150 N/m = N/mm2
scbc = 7 N/mm2
m = 13
x
13 x 7 + 150
j=1-k/3 = 1 - 0.378 / 3 =
R=1/2xc x j x k = 0.5 x 7 x 0.874 x 0.378 =
3 Design of Long wall :-
(a) Tank empty with pressure satureted soil from outside.
Pa = KaY'H +YwH
1 - sin 30 1 - 0.5 0.5 1
1 + sin 30 1 + 0.5 1.5 3
Y' = 17.00 - 9.81 = 7.19 kN/m = 7190 N/m
Yw = 9.81 N/m3
\ Pa = 0.333 x 7190 x 3.00 + 9810 x 3.00 = N/m2
3.00 3.00
2 3
1.155 x 1000
Provide total depth 218 + 35 = 260 mm so that available d = 225 mm
150 x 0.874 x 2253.14xdia
23.14 x 16 x 16
4 x100 4 x
Spacing of Bars = 1000 x 201 / 1862 = 108 say = 100 mm
Hence Provided 16 mm F bar, @ 100 mm c/c on out side face, at bottom of long wall
Cutailment of reinfocrement. Since B.M. is proportional to h3, we have:
Asth h3 Asth
1/3
Ast H3 Ast
17000
mm2
100
= = From which h = H x
= =
mm
or
= 201using 16 mm bars A
Required depth
mm2Ast =
54930000=
N-mm
= = 218
5493000054930
Here, Ka = =
kN/m3
=
1862
54930000
N-m
=
9810
= 0.333=
m*c+sst0.378
0.874
13
36620
Maximum B.M. at the base of wall = 36620 x x =
DESIGN OF REACTANGULAR UNDER GROUND WATER TANK
=
Cocrete M
422280
3.00
25000
pkn
7
Saturated soil unit wt
unit weight
wt. of concrete
unit wt. of water
The base slab will be designed for uplift pressure and the hole tank is to be tasted against
floatation. As the L/B ratio is greater than 2 the long wall will be designed as cantilever. The bottom one metre (
>H /4) of short walls will be designed as cantilever while the top portion will designed as slab supported by long
walls .
k=m*c
=
9810
1.155
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If Asth =1/2. Ast (i.e.half the bars being curtailed). H= H(1/2)'1/3 = 3.00 x( 0.5 )
1/3 = 2.38 m
\ Height from the base = 3.00 - 2.38 = 0.62 m However as per code requirement,
the bars are to be continued further for distance of 12 F = 12 x 16 = 192 mm or d = 225 mm,
whichever is more, beyond this point. Hence curtail half the bars at 0.62 + 0.23 = 0.85 m from base.
Similarly, depth where only 0.25% reinforcement is requiredd is h=H(0.25)1/3
= 3.00 x( 0.25 )1/3
= 1.89
\ Height from the base = 3.00 - 1.89 = 1.11 m However as per code requirement,
the bars are to be continued further for distance of 12 F = 12 x 16 = 192 mm or d = 225 mm,whichever is more, beyond this point. Hence curtail half the bars at 1.11 + 0.23 = 1.35 m from base.
260 - 100
450 - 100
260 x 1000
> Than 0.25 % of Ast at bottom . Hence above curtalment is not permissible
Hence the reinforcement will be provid as under,
(I) 16 100 mm c/c
(II) At 0.85 m above base , up to top : 16 mm f bars @ 200 mm c/c
Distribution steel :-
260 - 100
450 - 100
260 x 1000
3.14xdia2
3.14 x 8 x 8
4 x100 4 x
Spacing of Bars = 1000 x 50.2 / 331 = 152 say = 150 mm
Hence Provided 8 mm F bar, @ 150 mm c/c on Each face,
1000 x 50.2
Direct compression in long walls:- The earth pressure acting on short walls will cause compression
in long walls, because top portion of shorts walls act as slab supported on long walls
At h = 3.00 / 4 = 0.75 or 1.00 m above the base of walls .
= 0.333 x 7190 x( 3.00 - 1.00 )+ 9810 x 2.00 =
This direct compression devloped on long walls and wall section.9.20
2
This will be well taken by distribution steel and wall section
(b) Tank full with water and no earth fill out side.
P = Y x wh = 9810 x 3.00 = N/m2
3.00 x 3.00
2 x 3
150 x 0.874 x 225
3.14xdia2
3.14 x 16 x 16
4 x100 4 x
Spacing of Bars = 1000 x 201 / 1496 = 134 say = 130 mmHence Provided 16 mm F bar, @ 130 mm c/c at the in side face.
Curtailement of reinforcement:-
Asth h3 Asth
1/3
Ast H3 Ast
If Asth =1/2. Ast (i.e.half the bars being curtailed). H= H(1/2)'1/3 = 3.00 x( 0.5 )
1/3 = 2.38 m
\ Height from the base = 3.00 - 2.38 = 0.62 m However as per code requirement,
the bars are to be continued further for distance of 12 F = 12 x 16 = 192 mm or d = 225 mm,
having, Ast =
M = p xH x H
2 x 329430
mm2
150
= =
2x = 670
29430
=
using 8 mm bars A
Astd = 0.254 =
%0.254
mm2
100
=
331 mm2661 mm
2,Area of each face
= 50.2
% of distribution steel x= 0.3 - 0.1
100x
=0.3 0.25 %-
x = 661 mm2
mm f bars @At base :
100
0.1 x
Min = 0.254
using
Ast =44145000
=
x
16
Pa=KaY' (H-h) + Yw (H-h)
PLC =Pa.x B/2
Minimum, % Reinforcement =
This is
N-m or
24413
N/m2
24413 x = 112301 N
201 mm2100
44145000 N-mm
=
= = From which h
44145=
1496 mm2
=
= H x
=mm bars A =
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whichever is more, beyond this point. Hence curtail half the bars at 0.62 + 0.23 = 0.85 m from base.
Similarly, depth where only 0.25% reinforcement is requiredd is h=H(0.25)1/3
= 3.00 x( 0.25 )1/3
= 1.89
\ Height from the base = 3.00 - 1.89 = 1.11 m However as per code requirement,
the bars are to be continued further for distance of 12 F = 12 x 16 = 192 mm or d = 225 mm,
whichever is more, beyond this point. Hence curtail half the bars at 1.11 + 0.23 = 1.35 m from base.
260 - 100
450 - 100260 x 1000
> Than 0.25 % of Ast at bottom . Hence above curtalment is not permissible
Hence the reinforcement will be provid as under,
(I) 16 130 mm c/c
(II) At 0.85 m above base , up to top : 16 mm f bars @ 260 mm c/c
Direct tensio on long wall:- Since the top portion of short wall act as slab supported on long walls,
the water pressure acting on short walls will cause in long walls.
B 9.20
2 2
9.20
2
670 mm2
Hece distribution steel will take direct tension.
4 Design of short walls :-
(a) Tank empty, with pressure of satureted soil from outside.
(I) The bottom 1.00 m act as cantilever, while the remaining 2.00 m
act as slab supported on long walls.
Pa = KaY' (H-h) + Yw (H-h) = 0.33 x 7190 x 2.00 + 9810 x 2.00 = 4793 +
= N/m2
PaL2 24413 x 9.20 2
12
PaL2
PaL2
24413 x 9.202
8 24
d = 260 - ( 35 + 16 ) = 209 mm
150 x 0.874 x 209
3.14xdia2
3.14 x 12 x 12
4 x100 4 x
Spacing of Bars = 1000 x 113 / 6283 = 18 say = 10 mm
Hence Provided 12 mm F bar, @ 10 mm c/c at the out side face at 2.00 m below the top
= 6283 x 0.5 = 3142 mm2
mm2
3.14xdia2
3.14 x 12 x 12
4 x100 4 x
Spacing of Bars = 1000 x 113 / 3142 = 36 say = 30 mm
Hence Provided 12 mm F bar, @ 30 mm c/c at inner side face
(III) Bottom portion 1.00 m will bend as cantilever.
Intensity of earth pressure at bottom = N/m2
1 1
2 3
36620
mm2
100
The bottom
113= =
(with tension at out side
face)
mm bars A
mm2
100
At mid span, A st
using 12 mm bars =
=
113
M ( at centre ) = - Mf =
=
6283 mm2
= 86097
172193000=
24=
x = 0.25 %Minimum, % Reinforcement = 0.3 - 0.1
= 661 mm2
100Min = 0.254 x
This is
At base : mm f bars @
PL= P x Where p= 9810 x 45126 N/m2 at
\ PL = 45126 x = 207579.6 N, As required = = 1384 mm2
Area of distribution steel provided in horizontal direction =
1.00 m height
207580 / 150
=
Top Portion .
19620
24413
N-m (causing tension out side )172193=Mf (at supports ) = =12
At Supports, A st
=
A =
using 12
6103 N-mx =\ M = x 36620 x 1
N-m (causingtension in side )
3141.5minimum Ast =
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x
150 x 0.874 x 225
Minimum steel @ % "= 661 mm2
3.14xdia2
3.14 x 12 x 12
4 x100 4 x
Spacing of Bars = 1000 x 113 / 661 = 171 say = 170 mm
Hence Provided 12 mm F bar, @ 170 mm c/c at out side face, in vertical direction for
bottom 1.00 m height. The spacing can be doubled for upper portion.
(III) Direct compression in short walls:-
Though the long walls bend as cantilever, it is observed that end 1.00 metre
width of long wall contributes to push in short walla, due to earth pressure, and its magnitude is given by
PBC = Pa x 1 = x 1 = N
This is quite small, and hence its effect has not been considered.
(b) Tank full with water , and no earth fill out side.
(I) The bottom 1.00 m act as cantilever, while the remaining 2.00 m
act as slab supported on long walls.
p = w (H-h) = 9810 x( 3.00 - 1.00 )= N/m
PB2 19620 x 9.20 2 causing tension at12 the inside
PB2 19620 x 9.20 2 causing tension at
24 the outside
Direct tension in short wall:- Due to water pressure on the end 1.00 metre width of long wall is
pB = = 9810 x( 3.00 - 1.00 )x 1.0 = N/m2
Effective d, for horizontal steel = 209 mm
\ Distance = = 209 - 260 / 2 = 79 mmPB
ss
At inside face (end of short walls)
138386 x 1000 - 19620 x 79
150 x 0.874 x 209
PB 19620
ss 150
3.14xdia2
3.14 x 12 x 12
4 x100 4 x
Spacing of Bars = 1000 x 113 / 5124 = 22 say = 20 mm
Hence Provided 12 mm F bar, @ 20 mm c/c at the inner face,
At the out side face (middle of short walls)
69193 x 1000 - 19620 x 79
150 x 0.874 x 209
PB 19620
ss 150Minimum reinforcement required = mm
2
3.14xdia2
3.14 x 12 x 12
4 x100 4 x
Spacing of Bars = 1000 x 113 / 2599 = 43 say = 40 mm
Hence Provided 12 mm F bar, @ 40 mm c/c at the outside face,
(x - d ) x T / 2
19620w (H-h) x1
N-m
=
Ast2 = =
69193 N-m=Mc (At centre) =24
Mf (at supports ) = =12
= 138386
19620
mm2\ Ast =
6103 1000= 207
= 113using 12 mm bars A
Mf - PB.x
sst,j.d
Top Portion .
mm2
100
0.254
24413 24413
= =
Ast2Hence net B.M. = M - PB. x \ Ast1 =
Ast1 =Mf - PB.x
sst,j.d =
=
Ast2 = = = 131 mm2\ total Ast = 2468
mm2
100
4993 + 131 = 5124 mm2
=
4993 mm2
131 mm2\ total Ast =
= = = 113
Ast1 =Mc - PB.x
=
=
=
using 12 mm bars A
2599
= 2468 mm2
sst , j . d
mm2
using 12 mm bars A = = 113 mm2
2599
100=
+ 131
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(III) Bottom portion 1.00 m will bend as cantilever.
P (at bottom) = 29430 N/m2
(stap 3)
1 1
2 3
x
150 x 0.874 x 225
Minimum steel @ % = 661 mm2
3.14xdia2
3.14 x 12 x 12
4 x100 4 x
Spacing of Bars = 1000 x 113 / 661 = 171 say = 170 mm
Hence Provided 12 mm F bar, @ 170 mm c/c at out side face, in vertical direction for
bottom 1.00 m height. The spacing can be doubled for upper portion.
( C) Summary of reinforcement in short walls.
(I) Horizontal reifocement at inner face:
12 mm f @ 30 mm c/c in the mid span
For water pressure, horizontal reinforcement required is 12 mm f @ 20 mm c/c at the ends.
Hence provided greater one of two reinforcement.
Hence Provided 12 mm F bar, @ 20 mm c/c at inner face at, 2.00 m from top.At top 1 m height, the pressure will be reduced to half the value ;
Hence Provided 12 mm F bar, @ 30 mm c/c at for the top m height.
(II) Horizontal reinfocement for outer face;
12 mm f @ 10 mm c/c in the mid span
For water pressure, horizontal reinforcement required is 12 mm f @ 170 mm c/c at the ends.
Hence provided greater one of two reinforcement.
Hence Provided 12 mm F bar, @ 10 mm c/c at inner face at, 0.00 m from top.
At top 1 m height, the pressure will be reduced to half the value ;
Hence Provided 12 mm F bar, @ 170 mm c/c at for the top m height.
(III) Vertical reinforcement at inner face;
12 mm F bar, @ 30 mm c/c at the inner face, for bottom 1.00 m height
the spacing can be double for upper portion.
(IV)Vertical reinforcement at outer face;
12 mm F bar, @ 170 mm c/c at the Outer face, for bottom 1.00 m height
the spacing can be double for upper portion.
5 Design of top slab:-
L / B = 15.30 / 9.20 = 1.66 Hence top slab will be design as one way slab.
N/m2
Assuming a thickness of 20 cm including finishing etc.
self weight = 0.20 x 1 x 1 x #### = N/m2
Total weight = + 5000 = N/m2
w . B2 12000 x( 9.20 + 0.26 )
2= N-m or N-mm
8
1.155 x 1000
Provide total depth 341 + 35 = 380 mm so that available d= 345 mm
150 x 0.874 x 345
3.14xdia2
3.14 x 12 x 12
4 x100 4 x
For lateral earth pressure, horizontal reinfocement require is
\ M = x 29430
The bottom
1000= 166 mm
2
x 1 x =
0.254
using 12 mm bars A
\ Ast =4905
4905 N-m with tension at in side
face
1.00
For lateral earth pressure, horizontal reinfocement require is
1.00
provide
mm2
100= = = 113
provide
7000Let the live load of slab =
5000
134237000
Required depth
134237
= = mm
113 mm2100
=
M =
Ast = 2967 mm2
134237000=
134237000341
using mm bars A =12 =
=8
120007000
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Spacing of Bars = 1000 x 113 / 2967 = 38 say = 30 mm
Hence Provided 12 mm F bar, @ 30 mm c/c
Distribution steel :-
380 - 100
450 - 100
380 x 1000
3.14xdia2
3.14 x 10 x 10
4 x100 4 x
Spacing of Bars = 1000 x 78.5 / 836 = 94 say = 90 mm
Hence Provided 10 mm F bar, @ 90 mm c/c the other direction.
6 Design of bottom slab:- If ther is no sub-soil water nominal reinforcement would required .
However, because of saturated sub-soil, there will uplift pressure on the bottom slab, of the magnitude given by.
pu = wH1 = 9810 x 3.30 = N/m (assuming base slab thickness = 300 mm)
Chech against flotation.; The hole tank must be check against flotation when the tank is empty.
Total upward flotation force. = Pu = pu x B x L
Pu = 32373 x 9.20 x 15.30 = NTotal down ward force consists of weight of tank. Base slab thickness = 300 mm
Weight of walls = 0.26 x 2.00 x( 9.20 + 15.30 )x 3.00 x #### = N
Weight of roof slab and finishing = 0.2 x 9.20 x 15.30 x #### = N
Weight of base slab = 0.3 x 9.20 x 15 x #### = N
Total weight W = N
4556823 > upward force is more than dpown ward force
Weigt of soil supported by projection:
x = 2(L+B)x H.Ysat = 2 x( 9.72 + 15.82 )x 3.00 x #### = x N
Weight of roof slab and finishing = 0.2 x 9.20 x 15.30 x #### = N
Weight of walls = 0.26 x 2.00 x( 9.20 + 15.30 )x 3.00 x #### = N
Total "= N
Weight of base slab=( 9.20 + 2 x 0.26 + 2 x)
( 15.30 + 2 x 0.26 + 2 x) 0.3 x ####
=( 9.72 + 2 x)( 15.82 + 2 x) =
Assuming that S.F. = 1.10 is needed because
(I) concrete may weight less than #### N/m3
(II) Earth may weight les than #### N/m3
(III) Ground water may turn saline weight more than 9810 N/m3
Total up lift force = 1.10 x 29430 x( 9.72 + 2 x)( 15.82 + 2 x)
Equating total upward force to the total down ward force, we get
9.72 + 2 x) ( 15.82 + 2 x)= x + )/
4 x2+ 51.08 x + 153.77 )= 105 x +
4 x2 53.66 x + 87.06 = 0
1 x2 13.41 x + 21.76 = 0 1.90
2605080 ###### 24873
955500
7500
1659300
703800
2605080
% of distribution steel
x
0.1 0.220=x %
Astd = 0.220 = 836
mm2
10010 mm bars A
32373
100
= = =
mm2,
78.5
2715000
= 0.3 -
4556823
955500
703800
1055700
2715000
66.71
hence provide projection in slab, beyond the face of vertical walls, by an amount x m alround, so that weight of
soil column supported by projection will provide additional down war force. It is assumed that if the tank is floted,
the earth would rupture on vrtical planes shown by dotted lines. (fig ) .Most soil would tend torupture on an
inclined planes, thus tendind to increase the effective down ward load from the earth but this might be small in
waterlogged non-cohesive ground.
using
hence x =
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Chech : width B1 = 9.72 +( 2 x 1.90 ) = m
Length = 15.82 +( 2 x 1.90 ) = m
\ Weight of soil suppoted on projection: x = 2 x( L1 +B1)x Hysatx = 2 x( 19.62 + 13.52 )x 1.90 x 3 x #### = N
The Bottom slab will be design as one way slab. Cosidered one metre length
Upward water pressure Pu = N/m2
Self weight of slab : 1 x 1 x 0.3 x #### = N/m2
\ Net upward pressure, p = 32373 - 7500 = N/m2
= 0.26 x 3.00 x 1 x 25000 = N/m
weight of roof slab, transferred to each wall, per m run
= 0.20 x( 2 + 0.26 )x 1 x #### = N
Weight of earth projection = 17000 x 3 x 1 x 1.90
= x 1 x 1.90 = N/m
\ Net unbalanced force/m run = 32373 ( 13.52 x 1 ) - 2 x( #### +
96900 + 11300 = N
\ Reaction on each wall = 2E+05 / 2 = N
Pa '= Ka yH +wH = 36620 N/m2 \ pa = #### x 3 / 2 = N/m
Acting at = 3 / 3 + 0.3 = m above the bottom of base slab24873 x 1.90 2+ 51000 x 1.90
2
2
= N-m or N-mm Causing tension at bottom face
24873 x 13.52 2+ #### x 1.3 -( #### +
2 x 2
9.46 13.52
2 2
= + 71409 "- - ####
= N-mor N-mm Causing tension at top face
1.155 x 1000
Provide total depth 145 + 50 = 200 mm so that available d= 150 mm
150 x 0.874 x 150
3.14xdia2
3.14 x 16 x 16
4 x100 4 x
Spacing of Bars = 1000 x 201 / 1233 = 163 say = 160 mm
Hence Provided 16 mm F bar, @ 160 mm c/c at bottom Face
For top face,
150 x 0.874 x 150
3.14xdia2
3.14 x 16 x 16
4 x100 4 x
Spacing of Bars = 1000 x 201 / #### = 7 say = 0 mm
Hence Provided 16 mm F bar, @ 0 mm c/c
Disrtibution reinforcement in longitudinal direction
200 - 100
450 - 100
0.27 x 1000 x 200
Weight of wall per m. run
7500
24873
19500
32373
13.52
19.62
182283
51000
11300
96900
6422532
B.M. at the edge of
cantilever portion '= 2.0054930 1.3x -
)'=
96900
= 26809 mm2
54930
1.3
91141
x 0.9511300 )x x( -
24250000
24250000
568318 604021
-527283
145 mm
- 1.90
= =
using 16 mm bars A = 201 mm2100
= =
24250
B.M. At center of span =
Ast =527283000
24250000
+
Required depth =
51000
mm2
= 0.30 - 0.1
using 16 mm bars A
Ast
100
-527283000
x =
= =
1233
=
mm2
100= 201
%0.27
= 543 mm2 On each face = 272 mm
2Area of steel =
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3.14xdia2
3.14 x 8 x 8
4 x100 4 x
Spacing of hoop Bars = 1000 x 50.2 / 272 = 185 say = 180 mm
8 mm F bar, 180 mm c/c. on each face
7 Detail of reinforcement:-
Shown in drawing
10050.2
Hence Provided
= = =using 8 mm bars A mm2
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16 mm f @ 100 mm c/c
8 mm f@ 150 mm c/c
0.26 9.20
16 mm f @ 130 mm c/c 8 mm f@
150 mm c/cmm f @ mm c/cmm f @ mm c/c 9.20 16 mm f@
12 mm f @ mm c/c 16 mm f@
mm f @ mm c/cmm f @ mm c/c 16 mm f@
12 mm f @ 10 mm c/c 1.90 16 mm f@
0.30
mm f @ mm c/c
0.26 15.30 m 0.26
12 mm f @ 60 mm c/c10 mm f @ 90 mm c/c
12 mm f @ 30 mm c/c
12 mm f @ 340 mm c/c
12 mm f @ 60 mm c/cmm f @ mm c/c 2.00 m
3.00 mm f @ mm c/c
12 mm f @ 20 mm c/c
12 mm f @ 170 mm c/c
12 mm f @ 10 mm c/c 1.00 m
1.90 12 mm f @ 30 mm c/c 1.90
Reinforcement detail for short wall pk_nandw
0.3
0.26
DESIGN OF REACTANGULAR UNDER GROUND WATER TANK
0.38
Name of work :- pkn
0.26
1.00
2.00
mailto:[email protected]:[email protected] -
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3.00
1.90
.co.in
0.38
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M-15 M-20 M-25 M-30 M-35 M-40
18.67 13.33 10.98 9.33 8.11 7.18
5 7 8.5 10 11.5 13
93.33 93.33 93.33 93.33 93.33 93.33
kc 0.4 0.4 0.4 0.4 0.4 0.4
jc 0.867 0.867 0.867 0.867 0.867 0.867
Rc 0.867 1.214 1.474 1.734 1.994 2.254
Pc (%) 0.714 1 1.214 1.429 1.643 1.857
kc 0.329 0.329 0.329 0.329 0.329 0.329
jc 0.89 0.89 0.89 0.89 0.89 0.89
Rc 0.732 1.025 1.244 1.464 1.684 1.903
Pc (%) 0.433 0.606 0.736 0.866 0.997 1.127
kc 0.289 0.289 0.289 0.289 0.289 0.289
jc 0.904 0.904 0.904 0.904 0.904 0.904
Rc 0.653 0.914 1.11 1.306 1.502 1.698
Pc
(%) 0.314 0.44 0.534 0.628 0.722 0.816
kc 0.253 0.253 0.253 0.253 0.253 0.253
jc 0.916 0.916 0.916 0.914 0.916 0.916
Rc 0.579 0.811 0.985 1.159 1.332 1.506
Pc (%) 0.23 0.322 0.391 0.46 0.53 0.599
M-15 M-20 M-25 M-30 M-35 M-40
0.18 0.18 0.19 0.2 0.2 0.2
0.22 0.22 0.23 0.23 0.23 0.23
0.29 0.30 0.31 0.31 0.31 0.32
0.34 0.35 0.36 0.37 0.37 0.380.37 0.39 0.40 0.41 0.42 0.42
0.40 0.42 0.44 0.45 0.45 0.46
0.42 0.45 0.46 0.48 0.49 0.49
0.44 0.47 0.49 0.50 0.52 0.52
0.44 0.49 0.51 0.53 0.54 0.55
0.44 0.51 0.53 0.55 0.56 0.57
0.44 0.51 0.55 0.57 0.58 0.60
0.44 0.51 0.56 0.58 0.60 0.62
0.44 0.51 0.57 0.6 0.62 0.63
M-15 M-20 M-25 M-30 M-35 M-401.6 1.8 1.9 2.2 2.3 2.5
100As 100Asbd bd
tc.max
2.753.00 and above
Maximum shear stress tc.max in concrete (IS : 456-2000)
Grade of concrete
Shear stress tc Reiforcement %
M-20 M-20
1.25
1.50
1.75
2.00
2.25
2.50
bd
< 0.15
0.25
0.50
0.751.00
(d) sst =
275
N/mm2
(Fe 500)
Permissible shear stress Table tv in concrete (IS : 456-2000)100As Permissible shear stress in concrete tv N/mm
2
(c ) sst =
230
N/mm2
(Fe 415)
(b) sst =
190
N/mm2
VALUES OF DESIGN CONSTANTS
Grade of concrete
Modular Ratio
scbc N/mm2
m scbc
(a) sst =140
N/mm2
(Fe 250)
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0.15 0.18 0.18 0.15
0.16 0.18 0.19 0.18
0.17 0.18 0.2 0.21
0.18 0.19 0.21 0.24
0.19 0.19 0.22 0.27
0.2 0.19 0.23 0.3
0.21 0.2 0.24 0.32
0.22 0.2 0.25 0.35
0.23 0.2 0.26 0.38
0.24 0.21 0.27 0.41
0.25 0.21 0.28 0.44
0.26 0.21 0.29 0.47
0.27 0.22 0.30 0.5
0.28 0.22 0.31 0.55
0.29 0.22 0.32 0.6
0.3 0.23 0.33 0.65
0.31 0.23 0.34 0.7
0.32 0.24 0.35 0.75
0.33 0.24 0.36 0.82
0.34 0.24 0.37 0.88
0.35 0.25 0.38 0.940.36 0.25 0.39 1.00
0.37 0.25 0.4 1.08
0.38 0.26 0.41 1.16
0.39 0.26 0.42 1.25
0.4 0.26 0.43 1.33
0.41 0.27 0.44 1.41
0.42 0.27 0.45 1.50
0.43 0.27 0.46 1.63
0.44 0.28 0.46 1.64
0.45 0.28 0.47 1.75
0.46 0.28 0.48 1.88
0.47 0.29 0.49 2.00
0.48 0.29 0.50 2.13
0.49 0.29 0.51 2.250.5 0.30
0.51 0.30
0.52 0.30
0.53 0.30
0.54 0.30
0.55 0.31
0.56 0.31
0.57 0.31
0.58 0.31
0.59 0.31
0.6 0.32
0.61 0.32
0.62 0.320.63 0.32
0.64 0.32
0.65 0.33
0.66 0.33
0.67 0.33
0.68 0.33
0.69 0.33
0.7 0.34
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0.71 0.34
0.72 0.34
0.73 0.34
0.74 0.34
0.75 0.35
0.76 0.35
0.77 0.35
0.78 0.35
0.79 0.35
0.8 0.35
0.81 0.35
0.82 0.36
0.83 0.36
0.84 0.36
0.85 0.36
0.86 0.36
0.87 0.36
0.88 0.37
0.89 0.37
0.9 0.37
0.91 0.370.92 0.37
0.93 0.37
0.94 0.38
0.95 0.38
0.96 0.38
0.97 0.38
0.98 0.38
0.99 0.38
1.00 0.39
1.01 0.39
1.02 0.39
1.03 0.39
1.04 0.39
1.05 0.391.06 0.39
1.07 0.39
1.08 0.4
1.09 0.4
1.10 0.4
1.11 0.4
1.12 0.4
1.13 0.4
1.14 0.4
1.15 0.4
1.16 0.41
1.17 0.41
1.18 0.411.19 0.41
1.20 0.41
1.21 0.41
1.22 0.41
1.23 0.41
1.24 0.41
1.25 0.42
1.26 0.42
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1.27 0.42
1.28 0.42
1.29 0.42
1.30 0.42
1.31 0.42
1.32 0.42
1.33 0.43
1.34 0.43
1.35 0.43
1.36 0.43
1.37 0.43
1.38 0.43
1.39 0.43
1.40 0.43
1.41 0.44
1.42 0.44
1.43 0.44
1.44 0.44
1.45 0.44
1.46 0.44
1.47 0.441.48 0.44
1.49 0.44
1.50 0.45
1.51 0.45
1.52 0.45
1.53 0.45
1.54 0.45
1.55 0.45
1.56 0.45
1.57 0.45
1.58 0.45
1.59 0.45
1.60 0.45
1.61 0.451.62 0.45
1.63 0.46
1.64 0.46
1.65 0.46
1.66 0.46
1.67 0.46
1.68 0.46
1.69 0.46
1.70 0.46
1.71 0.46
1.72 0.46
1.73 0.46
1.74 0.461.75 0.47
1.76 0.47
1.77 0.47
1.78 0.47
1.79 0.47
1.80 0.47
1.81 0.47
1.82 0.47
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1.83 0.47
1.84 0.47
1.85 0.47
1.86 0.47
1.87 0.47
1.88 0.48
1.89 0.48
1.90 0.48
1.91 0.48
1.92 0.48
1.93 0.48
1.94 0.48
1.95 0.48
1.96 0.48
1.97 0.48
1.98 0.48
1.99 0.48
2.00 0.49
2.01 0.49
2.02 0.49
2.03 0.492.04 0.49
2.05 0.49
2.06 0.49
2.07 0.49
2.08 0.49
2.09 0.49
2.10 0.49
2.11 0.49
2.12 0.49
2.13 0.50
2.14 0.50
2.15 0.50
2.16 0.50
2.17 0.502.18 0.50
2.19 0.50
2.20 0.50
2.21 0.50
2.22 0.50
2.23 0.50
2.24 0.50
2.25 0.51
2.26 0.51
2.27 0.51
2.28 0.51
2.29 0.51
2.30 0.512.31 0.51
2.32 0.51
2.33 0.51
2.34 0.51
2.35 0.51
2.36 0.51
2.37 0.51
2.38 0.51
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2.39 0.51
2.40 0.51
2.41 0.51
2.42 0.51
2.43 0.51
2.44 0.51
2.45 0.51
2.46 0.51
2.47 0.51
2.48 0.51
2.49 0.51
2.50 0.51
2.51 0.51
2.52 0.51
2.53 0.51
2.54 0.51
2.55 0.51
2.56 0.51
2.57 0.51
2.58 0.51
2.59 0.512.60 0.51
2.61 0.51
2.62 0.51
2.63 0.51
2.64 0.51
2.65 0.51
2.66 0.51
2.67 0.51
2.68 0.51
2.69 0.51
2.70 0.51
2.71 0.51
2.72 0.51
2.73 0.512.74 0.51
2.75 0.51
2.76 0.51
2.77 0.51
2.78 0.51
2.79 0.51
2.80 0.51
2.81 0.51
2.82 0.51
2.83 0.51
2.84 0.51
2.85 0.51
2.86 0.512.87 0.51
2.88 0.51
2.89 0.51
2.90 0.51
2.91 0.51
2.92 0.51
2.93 0.51
2.94 0.51
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2.95 0.51
2.96 0.51
2.97 0.51
2.98 0.51
2.99 0.51
3.00 0.51
3.01 0.51
3.02 0.51
3.03 0.51
3.04 0.51
3.05 0.51
3.06 0.51
3.07 0.51
3.08 0.51
3.09 0.51
3.10 0.51
3.11 0.51
3.12 0.51
3.13 0.51
3.14 0.51
3.15 0.51
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rade of concret M-10 M-15 M-20 M-25 M-30 M-35 M-40 M-45
tbd (N / mm2) -- 0.6 0.8 0.9 1 1.1 1.2 1.3
M 15
M 20
M 25
M 30
M 35
M 40
M 45
M 50
(N/mm2) Kg/m2 (N/mm2) Kg/m
2
M 10 3.0 300 2.5 250
M 15 5.0 500 4.0 400M 20 7.0 700 5.0 500
M 25 8.5 850 6.0 600
M 30 10.0 1000 8.0 800
M 35 11.5 1150 9.0 900
M 40 13.0 1300 10.0 1000
M 45 14.5 1450 11.0 1100
M 50 16.0 1600 12.0 1200
M-10 M-15 M-20 M-25 M-30 M-35 M-401.2 2.0 2.8 3.2 3.6 4.0 4.4
Degree sin Degree cos tan cot
Value of angle
Permissible stress in concrete (IS : 456-2000)
29 1.92 30
28
1.4 25 2.24 26
36
1.1 32 1.76
1.3 27 2.08
33
1.2
60
0.8 44 1.28 45
40
0.6 58 0.96
0.9 39 1.44
1 35 1.6
tbd (N / mm2)
Permissible Bond stress Table tbd in concrete (IS : 456-2000)
kd = LdF
Direct (acc)
Grade of
concrete
Development Length in tension
Plain M.S. Bars H.Y.S.D. Bars
tbd (N / mm2) kd = LdF
-- --
0.6 60
Grade of
concrete
Permission stress in compression (N/mm2) Permissible stress in bond (Average) for
plain bars in tention (N/mm2)
(N/mm2) in kg/m2
Bending acbc
1.0 100
1.1 110
0.8 80
0.9 90
Grade of concrete
sct.max
Permissible direct tensile stress in concrete (IS : 456-2000)
1.4 140
1.2 120
1.3 130
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1 0.017 1 1.000 0.017 57.295
1.5 0.026 1.5 1.000 0.262 56.300
2 0.035 2 0.999 0.035 28.644
2.5 0.044 2.5 0.999 0.044 22.913
3 0.052 3 0.999 0.052 19.083
3.5 0.061 3.5 0.998 0.061 16.362
4 0.070 4 0.998 0.070 14.311
4.5 0.078 4.5 0.997 0.079 12.707
5 0.087 5 0.996 0.087 11.437
5.5 0.096 5.5 0.995 0.096 10.385
6 0.104 6 0.995 0.105 9.563
6.5 0.113 6.5 0.994 0.114 8.777
7 0.122 7 0.993 0.123 8.149
7.5 0.131 7.5 0.991 0.132 7.597
8 0.139 8 0.990 0.140 7.119
8.5 0.148 8.5 0.989 0.149 6.691
9 0.156 9 0.988 0.158 6.315
9.5 0.165 9.5 0.986 0.168 5.963
10 0.174 10 0.985 0.176 5.673
10.5 0.182 10.5 0.983 0.185 5.396
11 0.191 11 0.981 0.194 5.14211.5 0.199 11.5 0.980 0.203 4.915
12 0.208 12 0.978 0.213 4.704
12.5 0.819 12.5 0.976 0.839 1.192
13 0.225 13 0.974 0.231 4.332
13.5 0.233 13.5 0.972 0.240 4.166
14 0.242 14 0.970 0.249 4.011
14.5 0.250 14.5 0.968 0.259 3.867
15 0.259 15 0.966 0.268 3.732
15.5 0.259 15.5 0.964 0.269 3.723
16 0.276 16 0.961 0.287 3.488
16.5 0.284 16.5 0.959 0.296 3.376
17 0.292 17 0.956 0.306 3.272
17.5 0.301 17.5 0.954 0.315 3.172
18 0.309 18 0.951 0.325 3.07818.5 0.317 18.5 0.948 0.335 2.989
19 0.326 19 0.946 0.344 2.905
19.5 0.334 19.5 0.943 0.354 2.824
20 0.342 20 0.940 0.364 2.747
20.5 0.350 20.5 0.937 0.374 2.674
21 0.358 21 0.934 0.384 2.605
21.5 0.367 21.5 0.930 0.394 2.539
22 0.375 22 0.927 0.404 2.475
22.5 0.383 22.5 0.924 0.414 2.414
23 0.391 23 0.921 0.424 2.356
23.5 0.399 23.5 0.917 0.435 2.300
24 0.407 24 0.924 0.440 2.271
24.5 0.415 24.5 0.910 0.456 2.19425 0.422 25 0.906 0.466 2.148
25.5 0.431 25.5 0.905 0.476 2.103
26 0.438 26 0.898 0.488 2.049
26.5 0.446 26.5 0.895 0.499 2.006
27 0.454 27 0.891 0.510 1.963
27.5 0.462 27.5 0.887 0.521 1.921
28 0.469 28 0.883 0.532 1.881
28.5 0.477 28.5 0.879 0.543 1.842
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29 0.485 29 0.875 0.554 1.804
29.5 0.492 29.5 0.870 0.566 1.767
30 0.500 30 0.866 0.577 1.732
30.5 0.508 30.5 0.862 0.589 1.698
31 0.515 31 0.857 0.601 1.664
31.5 0.522 31.5 0.853 0.613 1.632
32 0.530 32 0.848 0.625 1.600
32.5 0.537 32.5 0.843 0.637 1.570
33 0.545 33 0.839 0.649 1.540
33.5 0.552 33.5 0.834 0.662 1.511
34 0.559 34 0.829 0.675 1.483
34.5 0.566 34.5 0.834 0.679 1.473
35 0.573 35 0.819 0.700 1.429
35.5 0.581 35.5 0.814 0.713 1.402
36 0.588 36 0.809 0.726 1.377
36.5 0.595 36.5 0.804 0.740 1.351
37 0.602 37 0.799 0.754 1.327
37.5 0.609 37.5 0.793 0.767 1.303
38 0.616 38 0.788 0.781 1.280
38.5 0.623 38.5 0.783 0.795 1.257
39 0.629 39 0.777 0.810 1.23539.5 0.636 39.5 0.772 0.824 1.213
40 0.643 40 0.766 0.839 1.191
40.5 0.649 40.5 0.760 0.854 1.171
41 0.656 41 0.755 0.869 1.150
41.5 0.663 41.5 0.749 0.885 1.130
42 0.669 42 0.743 0.900 1.111
42.5 0.676 42.5 0.737 0.916 1.091
43 0.682 43 0.731 0.933 1.072
43.5 0.688 43.5 0.725 0.949 1.054
44 0.695 44 0.719 0.966 1.036
44.5 0.701 44.5 0.713 0.983 1.018
45 0.707 45 0.707 1.000 1.000
45.5 0.713 45.5 0.701 1.018 0.983
46 0.719 46 0.695 1.036 0.96646.5 0.725 46.5 0.688 1.054 0.949
47 0.731 47 0.682 1.072 0.933
47.5 0.737 47.5 0.676 1.091 0.916
48 0.742 48 0.669 1.109 0.902
48.5 0.749 48.5 0.663 1.130 0.885
49 0.755 49 0.656 1.150 0.869
49.5 0.760 49.5 0.649 1.171 0.854
50 0.766 50 0.643 1.192 0.839
50.5 0.772 50.5 0.636 1.213 0.824
51 0.777 51 0.629 1.235 0.810
51.5 0.786 51.5 0.623 1.262 0.792
52 0.788 52 0.616 1.280 0.781
52.5 0.793 52.5 0.609 1.303 0.76753 0.799 53 0.602 1.327 0.754
53.5 0.804 53.5 0.595 1.351 0.740
54 0.809 54 0.588 1.376 0.727
54.5 0.814 54.5 0.581 1.402 0.713
55 0.819 55 0.574 1.428 0.700
55.5 0.824 55.5 0.566 1.455 0.687
56 0.829 56 0.559 1.483 0.675
56.5 0.834 56.5 0.552 1.511 0.662
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57 0.839 57 0.545 1.540 0.649
57.5 0.843 57.5 0.537 1.570 0.637
58 0.848 58 0.530 1.600 0.625
58.5 0.853 58.5 0.522 1.632 0.613
59 0.857 59 0.515 1.664 0.601
59.5 0.862 59.5 0.508 1.698 0.589
60 0.866 60 0.500 1.732 0.577
60.5 0.870 60.5 0.492 1.767 0.566
61 0.875 61 0.485 1.804 0.554
61.5 0.879 61.5 0.477 1.842 0.543
62 0.883 62 0.470 1.880 0.532
62.5 0.887 62.5 0.462 1.921 0.521
63 0.891 63 0.454 1.963 0.510
63.5 0.895 63.5 0.446 2.006 0.498
64 0.899 64 0.438 2.051 0.488
64.5 0.903 64.5 0.431 2.097 0.477
65 0.906 65 0.423 2.145 0.466
65.5 0.910 65.5 0.415 2.195 0.456
66 0.914 66 0.407 2.246 0.445
66.5 0.917 66.5 0.399 2.300 0.435
67 0.921 67 0.391 2.356 0.42467.5 0.924 67.5 0.383 2.414 0.414
68 0.927 68 0.375 2.475 0.404
68.5 0.930 68.5 0.819 1.136 0.880
69 0.934 69 0.358 2.605 0.384
69.5 0.937 69.5 0.350 2.674 0.374
70 0.940 70 0.342 2.747 0.364
70.5 0.943 70.5 0.556 1.696 0.590
71 0.946 71 0.326 2.904 0.344
71.5 0.948 71.5 0.317 2.989 0.335
72 0.951 72 0.309 3.078 0.325
72.5 0.954 72.5 0.301 3.172 0.315
73 0.956 73 0.292 3.271 0.306
73.5 0.959 73.5 0.284 3.376 0.296
74 0.961 74 0.276 3.488 0.28774.5 0.964 74.5 0.267 3.606 0.277
75 0.966 75 0.259 3.732 0.268
75.5 0.968 75.5 0.250 3.868 0.259
76 0.970 76 0.242 4.011 0.249
76.5 0.982 76.5 0.233 4.209 0.238
77 0.974 77 0.225 4.332 0.231
77.5 0.976 77.5 0.216 4.511 0.222
78 0.978 78 0.208 4.705 0.213
78.5 0.980 78.5 0.199 4.915 0.203
79 0.982 79 0.191 5.145 0.194
79.5 0.983 79.5 0.182 5.396 0.185
80 0.985 80 0.174 5.673 0.176
80.5 0.986 80.5 0.165 5.977 0.16781 0.988 81 0.156 6.315 0.158
81.5 0.989 81.5 0.148 6.691 0.149
82 0.999 82 0.139 7.178 0.139
82.5 0.991 82.5 0.131 7.597 0.132
83 0.993 83 0.122 8.145 0.123
83.5 0.994 83.5 0.113 8.777 0.114
84 0.995 84 0.105 9.517 0.105
84.5 0.995 84.5 0.096 10.389 0.096
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85 0.996 85 0.087 11.431 0.087
85.5 0.997 85.5 0.078 12.716 0.079
86 0.998 86 0.070 14.302 0.070
86.5 0.998 86.5 0.061 16.362 0.061
87 0.999 87 0.052 19.083 0.052
87.5 0.999 87.5 0.044 22.913 0.044
88 0.999 88 0.035 28.637 0.035
88.5 1.000 88.5 0.026 38.299 0.026
89 0.9998 89 0.017 57.295 0.017
89.5 0.9999 89.5 0.009 114.931 0.009
90 1.000 90 0.000 1.000 0.000
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M-50
1.4