Circular Water Tank With Domcal Top and Flat Base
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Transcript of Circular Water Tank With Domcal Top and Flat Base
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8/13/2019 Circular Water Tank With Domcal Top and Flat Base
1/20
Name of work:-
1 Tank capacity 400000 ltr Depth of water 4.00 m
2 Live load 1400 N/mm2
wt of water 9800 N/m3
3 Free board 0.20 m 200 mm
4 Conrete M 20 25000 N/m3
scbc 7 N/mm2
m 13.35 Steel fy 415 115 N/mm
2
6 Nominal Cover 25 mm 35 mm
7 Reinforcement
Dome(main / distribution) 8 mmF 160 mm c/c both way
Ring Beam Main 20 mmF 4 Nos.
two ldge srirrups 8 mmF 260 mm c/c
Vertivcal (Water side ) 12 mmF 120 mm c/c
Ring bars (both direction) 12 210 mm c/c
Distribution steel 8 mmF 190 mm c/c
Base slab (both direction) 20 mmF 110 mm c/c
Radial bars 30 mmF 130 mm c/c both way
8 mmf
160 mm c/c
2000
290 20 mmfRing 4 Nos
12 mmf Bars 240 mm c/c
4000
8 mmf 190 mm c/c
12 mmfBars 120 mm c/c30 mmfBars 130 mm c/c
12 mmf 20 mmfRing190 mm c/c 110 mm c/c
2500
440
300
DESIGN OF CIRCULAR WATER TANK (Domical top flat base)
11600
Effective Cover
Tensile stress
unit weight
2500
pkn
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8/13/2019 Circular Water Tank With Domcal Top and Flat Base
2/20
Tank capacity ltr Depth of water = m
Live load N/mm2
wt of water = N/mm3
Free board 0.20 m = mm
Conrete M- 20 = #### N/mm3
cbc 7 N/mm2 m = 13.3
Steel fy 415N/mm
2
=115 N/mm
2
Nominal cover 25 mm Effective cover = 35 mm
1 Design Constants:-For HYSD Bars = 20
sst = 115 N/mm2
= #### N/mm3
scbc = 7 N/mm2
m = 13.3x
13.3 x 7 + 115
j=1-k/3 = 1 - 0.447 / 3 =R=1/2xc x j x k = 0.5 x 7 x 0.851 x 0.447 =
2 Dimention of tank:- = 4.00 - 0.20 = 3.80 m
x 1000
x 1000
400 x 4
3.143 x 3.80
= m
3 Design o f roof do me:- Membrane analysis:
We shall design the top dome and ring beam on membrane analysis, analysis
considring these to be independednt of tankwall which is assumed to be freee at top, Let the rise of the
dome be = 2.00 m and its thickness = 100 m R = 11.60 / 2 = 5.80 m
33.6 + 4
Self load of dome = 0.1 x 1 x 1 x #### = N/m2
Live load = N/m2
= N/m2
5.8 7.41
9.41 9.41
wr cos2 f + cosf-1 wr 1- cos f
t 1+cosf t sin 2fMaximum hoop stress oqurs atf= 03900 x 9.41
Maximum meridian stress will be at F=f= 38 degree3900 x 9.41 1- 0.787
The stress are with in safe limit. However provide minimum reinforcement @ 0.3 % of area in each direction.
0.3
100
3.14xdia2
3.14 x 8 x 8
4 x100 4 x
Spacing of hoop Bars = 1000 x 50 / 300 = 167 say = 160 mm
Hence Provided 8 mm F bar, @ 160 mm c/c in both direction.
3 Design of r ing beam :- The thickness of dome = 120 mm assumed
Meridional thrust per metre length of dome at its base.= x 1 x 0.12 = N/m
50 mm2100
206002 24720
=
\ As = 300
using 8 mm bars A = =
9.41
degree
x 1000 x 100 =
and its magnitude =0.1
N/mm21+1-1
1+1= 183495
0.379=
sin f = =
=and its magnitude0.1
Hoop stress = Maridian stress
'= 38
N/mm2= 0.206
Safe
Safe
0.1835
0.79
m2= (2r-2)2 = =4
0.616
2500
cosf =
R2= (2r - 2) 2 = 5.80the radius r is given by
Total load
Provide a diameter of 11.60
400000
1400
=
=
m
=
= 11.60 =1000
=13.3
Effective depth of tank
7
m
x D2
4
say
3.80x
200
400000
1400
3900
wt. of concrete
11.57
If D is the inside diameter of tank, we have =
from which D
k=m*c
DESIGN OF CIRCULAR WATER TANK (Domical top flat base)
=
Cocrete M
1.332
Tensile stess
m*c+sst0.447
0.851
4.00
9800
206002 N/m2
mm2
N/m2 =
and =
wt. of concrete
for
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8/13/2019 Circular Water Tank With Domcal Top and Flat Base
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Horizontal component T per metre length .= 24720 cos 38 = 24720 x 0.79 = N/m
11.60
2
3.14xdia2
3.14 x 20 x 20
4 x100 4 x
No.of hoop Bars = 982 / 314 = 4 No. say 4.0 No.
Hence Provided 4 No. 20 mm F Ring bar, for symetry.Actual , Ast = 4 x 314 =
mm
2
E uivelent area of com osite section of beamof area of cross section A is =A+(m-1)Ash= A +( 13.3 - 1 )x 1256 = A+
A + ####
A + 15449 = 112903 / 1.2 or A = mm2
Hence provide a Ring beam size 300 x 290 mm = mm2
Provide 8 260 mm c/c to tie ring beam.
These ring are lapped with dome reinforcement as shown in fig.
4 Design of tank wal l : -
Let us design the wall on basis of capentors recomndations and coffiecents (Raynold hand book) given in table.
= 3H+5 = 3 x 4.00 + 5 = 17 cm 170 mmH 4.00 H 4.00
dA 0.17 D 11.60
Hence from table , we get following values of coefiecentafter linear interpolation
F = 0.019 K1 = 0.43 K2 = 0.53
\ Max = FwH3 = 0.019 x 9800 x 4.00 3= N-m/m
1.00 x 9800 x 4.00 x 11.60 x 0.53
L = K1 x H = 0.43 x 4.00 = 1.72
Area of ring = 120501 / 115 = mm2
or 524 mm2both sode
3.14xdia2
3.14 x 12 x 12
4 x100 4 x
Spacing of hoop Bars = 1000 x 113 / 524 = 216 say = 210 mm
Hence Provided 12 mm F bar, @ 210 mm c/c in both direction.The spacing of ring may be increased towards the top and bottom from section of maximum hoop load.
1000 x 113
1000 x 210 +( 13.3 - 1 )x 1077
Mf x
1000 R x
Using 12 mmfbars, clear cover 25 mm, cover to the center of reinfrcement = 31 mmTotal thickness = 95 + 31 = 126 mm say = 130 m
however provide a minimum thickness equal to the greater of the follwing
(I) = 15 cm (II) = 17 cm (III) = 13 cmHence provided = 17 cm
Avialable D = 170 - 31 = 139 mm
x
115 x 0.85 x 139
Spacing of Bars = 1000 x 113 / 876 = 129 say = 120 mm
Hence provided = 12 mmf vertical bars @ = 120 mm c/c at water side faceprovide these bars upto 25% height from bottom and cutail half bars and continue the other half bars upto top.
0.30
100
= 255 mm2however , no additional reinforcement
will be provided at inner face ; the vertical steel for cantilever action will serve this purpose.
= 255 mm2 in vertical direction in outer face.
The spacing of 8 mmf bars = 1000 x 50 / 255 = 190
314 mm2
mm f strirrups @
1256
15449
Allowing a stress of 1.2 N/mm2in composite section we have =
112903= 1.2
= 982 mm2
using 20 mm bars A = = =100
78637From which
=
=TH2
1 x wHDK2=
115\hoop tension = x19466 = 112903
113
= 1205012
= 0.30=
19466
steel required =
tv i.e. 0.41 > 0.37 N/mm2 Hence the slab is safe in shear
Positive B.M. using 20 mmfbars. availble d = 440 - 25 - 10 = 405 mm for one layer.and for other layer = 405 - 20 = 385 mm
Reinfrcement for positive
x
115 x 0.851 x 385
3.14xdia2
3.14 x 20 x 20
4 x100 4 xSpacing of Bars = 1000 x 314 / 2816 = 112 say = 110 mm
20 mm F bar, @ 110 mm c/c in both direction .
399 mm212142 1000
1000 1.33d + cover + f / 2
= D = =(Mr)cx1000
1000 x R
Mr = 0 m=r=
(i.e. distance of point of contraflexures
N
= = 3.35or=
= -212142
Shear force 5.80 = 146305xxFr=
Radial moment: = 106071 N-m
==
N-m
50450
(Mr)e =
50450 106071 N-m2=
(Mr)c =
11250
+2*cover
39200
5.80
Ast for negative B.M. =212142 1000
50450Total weight
Circumferential moment: (MF)c= = x x
using 30 mm bars A = =
2816
= 707 mm2100
= 5420 mm2
Mr and MF is given by. Ast =106071 1000.00
=
146305
=146305
\ tv
Hence Provided 2.50
check for shear :-
= =
= 0.37 N/mm2
==
1.23 %
=
Hence Provided
= 314 mm2
100
mm2
using 20 mm bars A
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8/13/2019 Circular Water Tank With Domcal Top and Flat Base
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8 mmf160 mm c/c
2000
290 20 mmfRing 4 Nos
12 mmf Bars 240 mm c/c
4000
8 mmf 190 mm c/c
12 mmfBars 120 mm c/c
30 mmfBars 130 mm c/c12 mmf 20 mmfRing
190 mm c/c 110 mm c/c
2500 2500
30 mmfBars 130 mm c/c20 mm f Ring 110 mm c/c both side
R= 5.80
Ff f
300
DESIGN OF CIRCULAR WATER TANK (Domical top flat base)
2.00
Fig 1
11600
440
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8/13/2019 Circular Water Tank With Domcal Top and Flat Base
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M-15 M-20 M-25 M-30 M-35 M-40 Gra
18.67 13.33 10.98 9.33 8.11 7.18 t 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 0.20.22 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 0.38
0.37 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-40
1.6 1.8 1.9 2.2 2.3 2.5
VALUES OF DESIGN CONSTANTS
Grade of concrete
Modular Ratio
scbc N/mm2
m scbc(a) sst=
140
N/mm2
(Fe 250)
(b) sst=190
N/mm2
(c ) sst=230
N/mm2(Fe 415)
100As Permissible shear stress in concrete tv N/mm2
(d) sst=275
N/mm2
(Fe 500)
Permissible shear stress Table tvin concrete (IS : 456-2000)
< 0.15
bd
0.25
0.50
0.75
1.00
1.25
1.50
2.50
1.75
2.00
2.75
3.00 and above
Maximum shear stress tc.max in concrete (IS : 456-2000)
Grade of concrete
2.25
tc.max
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100As 100As % fy 200 250 328
bd bd 0.0
0.14 0.17 0.17 0.14 0.05
0.15 0.18 0.18 0.15 0.10
0.16 0.18 0.19 0.18 0.15
0.17 0.18 0.2 0.21 0.20
0.18 0.19 0.21 0.24 0.25 2
0.19 0.19 0.22 0.27 0.30 1.85
0.2 0.19 0.23 0.3 0.35 1.75
0.21 0.2 0.24 0.32 0.4 1.65
0.22 0.2 0.25 0.35 0.5 2.0 1.5
0.23 0.2 0.26 0.38 0.6 1.75 1.4
0.24 0.21 0.27 0.41 0.7 1.90 1.65 1.35
0.25 0.21 0.28 0.44 0.8 1.80 1.55 1.30
0.26 0.21 0.29 0.47 0.9 1.70 1.5 1.25
0.27 0.22 0.30 0.5 1.0 1.60 1.45 1.2
0.28 0.22 0.31 0.55 1.1 1.55 1.4 1.160.29 0.22 0.32 0.6 1.2 1.50 1.35 1.13
0.3 0.23 0.33 0.65 1.3 1.50 1.3 1.1
0.31 0.23 0.34 0.7 1.4 1.45 1.3 1.1
0.32 0.24 0.35 0.75 1.5 1.40 1.25 1.07
0.33 0.24 0.36 0.82 1.6 1.35 1.2 1.05
0.34 0.24 0.37 0.88 1.7 1.35 1.2 1.03
0.35 0.25 0.38 0.94 1.8 1.30 1.18 1.01
0.36 0.25 0.39 1.00 1.9 1.30 1.16 1.0
0.37 0.25 0.4 1.08 2.0 1.25 1.14 0.99
0.38 0.26 0.41 1.16 2.1 1.25 1.13 0.97
0.39 0.26 0.42 1.25 2.2 1.20 1.12 0.96
0.4 0.26 0.43 1.33 2.3 1.18 1.1 0.950.41 0.27 0.44 1.41 2.4 1.17 1.1 0.94
0.42 0.27 0.45 1.50 2.5 1.16 1.08 0.93
0.43 0.27 0.46 1.63 2.6 1.15 1.06 0.92
0.44 0.28 0.46 1.64 2.7 1.14 1.05 0.92
0.45 0.28 0.47 1.75 2.8 1.13 1.04 0.91
0.46 0.28 0.48 1.88 2.9 1.12 1.03 0.91
0.47 0.29 0.49 2.00 3.0 1.11 1.02 0.90
0.48 0.29 0.50 2.13 3.1 1.11 1.01 0.87
0.49 0.29 0.51 2.25 3.2 1.11 1.00 0.86
0.5 0.30
0.51 0.30
0.52 0.30
0.53 0.30
0.54 0.30
0.55 0.31 Degree sin cos tan Degree
0.56 0.31 1 0.017 1.000 0.017 1
0.57 0.31 2 0.035 0.999 0.035 2
0.58 0.31 3 0.052 0.999 0.052 3
0.59 0.31 4 0.070 0.998 0.070 4
0.6 0.32 5 0.087 0.996 0.087 5
0.61 0.32 6 0.104 0.995 0.105 6
Shear stress tc Reiforcement % modification factore Ta
M-20 M-20
Value of angle
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0.62 0.32 7 0.122 0.993 0.123 7
0.63 0.32 8 0.139 0.990 0.140 8
0.64 0.32 9 0.156 0.988 0.158 9
0.65 0.33 10 0.174 0.985 0.176 10
0.66 0.33 11 0.191 0.981 0.194 11
0.67 0.33 12 0.208 0.978 0.213 12
0.68 0.33 13 0.225 0.974 0.231 130.69 0.33 14 0.242 0.970 0.249 14
0.7 0.34 15 0.259 0.966 0.268 15
0.71 0.34 16 0.276 0.961 0.287 16
0.72 0.34 17 0.292 0.956 0.306 17
0.73 0.34 18 0.309 0.951 0.325 18
0.74 0.34 19 0.326 0.946 0.344 19
0.75 0.35 20 0.342 0.940 0.364 20
0.76 0.35 21 0.358 0.934 0.384 21
0.77 0.35 22 0.375 0.927 0.404 22
0.78 0.35 23 0.391 0.921 0.424 23
0.79 0.35 24 0.407 0.924 0.440 24
0.8 0.35 25 0.422 0.906 0.466 250.81 0.35 26 0.438 0.898 0.488 26
0.82 0.36 27 0.454 0.891 0.510 27
0.83 0.36 28 0.469 0.883 0.532 28
0.84 0.36 29 0.485 0.875 0.554 29
0.85 0.36 30 0.500 0.866 0.577 30
0.86 0.36 31 0.515 0.857 0.601 31
0.87 0.36 32 0.530 0.848 0.625 32
0.88 0.37 33 0.545 0.839 0.649 33
0.89 0.37 34 0.559 0.829 0.675 34
0.9 0.37 35 0.573 0.819 0.700 35
0.91 0.37 36 0.858 0.809 1.060 36
0.92 0.37 37 0.602 0.799 0.754 37
0.93 0.37 38 0.616 0.788 0.781 38
0.94 0.38 39 0.629 0.777 0.810 39
0.95 0.38 40 0.643 0.766 0.839 40
0.96 0.38 41 0.656 0.755 0.869 41
0.97 0.38 42 0.669 0.743 0.900 42
0.98 0.38 43 0.682 0.731 0.933 43
0.99 0.38 44 0.695 0.719 0.966 44
1.00 0.39 45 0.707 0.707 1.000 45
1.01 0.39 46 0.719 0.695 1.036 46
1.02 0.39 47 0.731 0.682 1.072 47
1.03 0.39 48 0.742 0.669 1.109 48
1.04 0.39 49 0.755 0.656 1.150 49
1.05 0.39 50 0.766 0.643 1.192 501.06 0.39 51 0.777 0.629 1.235 51
1.07 0.39 52 0.788 0.616 1.280 52
1.08 0.4 53 0.799 0.602 1.327 53
1.09 0.4 54 0.809 0.588 1.376 54
1.10 0.4 55 0.819 0.574 1.428 55
1.11 0.4 56 0.829 0.559 1.483 56
1.12 0.4 57 0.839 0.545 1.540 57
1.13 0.4 58 0.848 0.530 1.600 58
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1.14 0.4 59 0.857 0.515 1.664 59
1.15 0.4 60 0.866 0.500 1.732 60
1.16 0.41 61 0.875 0.485 1.804 61
1.17 0.41 62 0.883 0.470 1.880 62
1.18 0.41 63 0.891 0.454 1.963 63
1.19 0.41 64 0.899 0.438 2.051 64
1.20 0.41 65 0.906 0.423 2.145 651.21 0.41 66 0.914 0.407 2.246 66
1.22 0.41 67 0.921 0.391 2.356 67
1.23 0.41 68 0.927 0.375 2.475 68
1.24 0.41 69 0.934 0.358 2.605 69
1.25 0.42 70 0.940 0.342 2.747 70
1.26 0.42 71 0.946 0.326 2.904 71
1.27 0.42 72 0.951 0.309 3.078 72
1.28 0.42 73 0.956 0.292 3.271 73
1.29 0.42 74 0.961 0.276 3.488 74
1.30 0.42 75 0.966 0.259 3.732 75
1.31 0.42 76 0.970 0.242 4.011 76
1.32 0.42 77 0.974 0.225 4.332 771.33 0.43 78 0.978 0.208 4.705 78
1.34 0.43 79 0.982 0.191 5.145 79
1.35 0.43 80 0.985 0.174 5.673 80
1.36 0.43 81 0.988 0.156 6.315 81
1.37 0.43 82 0.999 0.139 7.178 82
1.38 0.43 83 0.993 0.122 8.145 83
1.39 0.43 84 0.995 0.105 9.517 84
1.40 0.43 85 0.996 0.087 11.431 85
1.41 0.44 86 0.998 0.070 14.302 86
1.42 0.44 87 0.999 0.052 19.083 87
1.43 0.44 88 0.999 0.035 28.637 88
1.44 0.44 89 0.9998 0.017 57.295 89
1.45 0.44 90 1.000 0.000 1.000 90
1.46 0.44
1.47 0.44
1.48 0.44
1.49 0.44
1.50 0.45
1.51 0.45 Factors
1.52 0.45 H+dA 10 20 30 40 10
1.53 0.45 0.2 0.046 0.028 0.022 0.015 -
1.54 0.45 0.3 0.032 0.019 0.014 0.01 0.55
1.55 0.45 0.4 0.024 0.014 0.01 0.007 0.5
1.56 0.45 0.5 0.02 0.02 0.009 0.006 0.45
1.57 0.45 1.0 0.012 0.006 0.005 0.003 0.37
1.58 0.45 2.0 0.006 0.003 0.002 0.002 0.3
1.59 0.45 4.0 0.004 0.002 0.002 0.001 0.27
1.60 0.45
1.61 0.45
1.62 0.45
1.63 0.46
1.64 0.46
Value
ofH/D
Table Carpentors's coefficents
F
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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 0.461.72 0.46
1.73 0.46
1.74 0.46
1.75 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
1.83 0.471.84 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 0.49
2.04 0.49
2.05 0.49
2.06 0.49
2.07 0.49
2.08 0.492.09 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
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2.17 0.50
2.18 0.50
2.19 0.50
2.20 0.50
2.21 0.50
2.22 0.50
2.23 0.502.24 0.50
2.25 0.51
2.26 0.51
2.27 0.51
2.28 0.51
2.29 0.51
2.30 0.51
2.31 0.51
2.32 0.51
2.33 0.51
2.34 0.51
2.35 0.512.36 0.51
2.37 0.51
2.38 0.51
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 0.51
2.60 0.512.61 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
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2.69 0.51
2.70 0.51
2.71 0.51
2.72 0.51
2.73 0.51
2.74 0.51
2.75 0.512.76 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 0.51
2.87 0.512.88 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
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 0.513.13 0.51
3.14 0.51
3.15 0.51
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de of conc M-10 M-15 M-20 M-25 M-30 M-35 M-40 M-45
bd (N / mm -- 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 4.0 400
M 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-15 M-20 M-25 M-30 M-35 M-40
1.6 1.8 1.9 2.2 2.3 2.5
Grade of
concrete
Plain M.S. Bars H.Y.S.D. Bars
Permissible Bond stress Table tbdin concrete (IS : 456-2000)
tbd (N / mm2) kd= LdF tbd (N / mm2) kd= LdF
Development Length in tension
0.6 58 0.96 60
0.8 44 1.28 45
1 35 1.6 36
0.9 39 1.44 40
1.1 32 1.76 33
1.2 29 1.92 30
1.4 25 2.24 26
1.3 27 2.08 28
Permissible stress in concrete (IS : 456-2000)
Bending acbc Direct (acc)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
0.6 60
0.8 80
0.9 90
1.0 100
130
1.4 140
1.1 110
1.2 120
1.3
Maximum shear stress tc.max in concrete (IS : 456-2000)
Grade of concrete
tc.max
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415 500
2.00
1.80
1.65
1.90 1.50
1.80 1.40
1.70 1.35
1.60 1.30
1.50 1.20
1.40 1.16
1.30 1.08
1.20 1.00
1.15 0.95
1.05 0.90
1.02 0.86
1.20 0.84
0.98 0.820.96 0.81
0.94 0.80
0.92 0.79
0.91 0.78
0.90 0.77
0.89 0.76
0.86 0.75
0.86 0.74
0.85 0.73
0.84 0.72
0.83 0.72
0.83 0.720.82 0.71
0.82 0.71
0.81 0.71
0.81 0.70
0.81 0.70
0.81 0.69
0.81 0.69
0.81 0.68
0.81 0.68
sin Degree
0.017 1
0.035 2
0.052 3
0.070 4
0.087 5
0.104 6
le
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0.122 7
0.139 8
0.156 9
0.174 10
0.191 11
0.208 12
0.225 130.242 14
0.259 15
0.276 16
0.292 17
0.309 18
0.326 19
0.342 20
0.358 21
0.375 22
0.391 23
0.407 24
0.422 250.438 26
0.454 27
0.469 28
0.485 29
0.500 30
0.515 31
0.530 32
0.545 33
0.559 34
0.573 35
0.588 36
0.602 37
0.616 38
0.629 39
0.643 40
0.656 41
0.669 42
0.682 43
0.695 44
0.707 45
0.719 46
0.731 47
0.742 48
0.755 49
0.766 500.777 51
0.788 52
0.799 53
0.809 54
0.819 55
0.829 56
0.839 57
0.848 58
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0.857 59
0.866 60
0.875 61
0.883 62
0.891 63
0.899 64
0.906 650.914 66
0.921 67
0.927 68
0.934 69
0.940 70
0.946 71
0.951 72
0.956 73
0.961 74
0.966 75
0.970 76
0.974 770.978 78
0.982 79
0.985 80
0.988 81
0.999 82
0.993 83
0.995 84
0.996 85
0.998 86
0.999 87
0.999 88
0.9998 89
1.000 90
20 30 40 10 20 30 40
0.5 0.45 0.4 0.32 0.46 0.53 0.5
0.43 0.38 0.33 0.35 0.53 0.6 0.66
0.39 0.35 0.3 0.44 0.58 0.65 0.7
0.37 0.32 0.27 0.48 0.63 0.69 0.73
0.28 0.24 0.21 0.62 0.73 0.74 0.83
0.22 0.19 0.16 0.73 0.81 0.85 0.88
0.2 0.17 0.14 0.8 0.85 0.87 0.9
or cylenlidrical tank (Reyolndhand book)
K1 K2
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M-50
1.4
fs = 120 =fy200
fs =145 =fy250
fs =190 =fy328
fs =240 =fy415
fs = 290 =fy500
0
Modification factore
Fig 7.1
Fs= steel stress of service load =0.58fy
for steeel
fy 500 = Fs N/mm2
fy 415 = Fs N/mm2
fy 328 = Fs N/mm2
fy 250 = Fs N/mm2
fy 207 = Fs N/mm2
1.6
2.0
1.2
0.8
0.4
2.8 3.20.4 0.8 1.2 1.6 2.0 2.4
190
290
240
145
120