Circular Water Tank (flexible t) 2654o
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DESIGN OF CIRCULAR WATER TANK (Flaxible t) Name of work :- pkn 1 Tank capacity 400 K ltr 400000 ltr 2 Depth of water
4.00
mtr
4000
mm
3 Free board
0.20
m
200
mm
N/mm2
unit weight 25000 N/m3 m 13.3
M
20
scbc
7
4 Conrete
5 Steel
fy
415
Tensile stress
230
N/mm2
Effective Cover
30
mm
6 Nominal Cover
25
mm
7 Reinforcement Hoops Ring
20
mm F
150
mm c/c
Vertivcal
10
mm F
160
mm c/c
FloorMain
8
mm F
200
mm c/c
8
mm F
200
mm c/c
Distribution 0 mm f Ring 0 mm c/c
[email protected]
t)
0 mm f Ring 0 mm c/c
0 mm f Ring 0 mm c/c
#REF!
m
#REF!
m
#REF!
m
0 mm f Ring 0 mm c/c #REF! Strip painting t sealing compound
m
0 mm f Ring 0 mm c/c 0 mm f Ring 0 mm c/c
0
#REF!
0
DESIGN OF CIRCULAR WATER TANK(Flaxible t) Name of work :#REF! #REF! #REF! #REF! #REF!
pkn 400 ## 4.00 m 0.20 ## M fy scbc
Nominal cover
20 2 415 N/mm 2 7 N/mm 25 mm
400000 mm 4000 mm 200 mm Tensile stess = ##### = Effective cover =
1 Design Constants:- For HYSD Bars
sst = scbc = k=
230
N/mm2
wt. of concrete
2
13.3 13.3 x
=
x 7
7 +
-
0.288
/
3
x
7
x
0.904
Dimention of tank:-
400
=
0.288
=
0.904
x 0.288 =
0.9116
230
x D2 4
4 = 11.57 x 3.80 3.143 Provide a diameter of =
2 Design of setion :-
2 = 25000 N/mm
Effective depth of tank =
If D is the inside diameter of tank, we have = \ from which D
20
m = 13.3
N/mm
7 m*c
m*c+sst j=1-k/3 = 1 R=1/2xc x j x k = 0.5 Solution:-
Cocrete M =
2
230 N/mm 13.3 30 mm
x
Take w = D 2 Using ss
Maximum hoop tension = wH
=
x
m
11.60
3.80
=
say
=
4.00 - 0.20 = 3.80 m 400000 x 1000 1000 x 1000 11.60
m
m
2
9800 N/m 9800
x
4.00
x
11.60 = 227360 2
N/metre height of base
115 N/mm2 227360 Area of hoop steel at base is Ash = = 1977 mm2 / m height 115 3.14xdia2 3.14 x 20 x 20 = using 20 mm bars A = = 314 mm2 4 x100 4 x 100 Spacing of hoop Bars = 1000 x 314 / 1977 = 159 say = 150 mm Hence Provided 20 mm F bar, @ 150 mm c/c 1000 x 314 having, Ast = = 2093 mm2 150 wHD/2 where sct= permissible direct tensile If T is thicness of wall, we have, sct = 1000 T+(m-1)Ash stress of concrete 1.2 N/mm2 T = thickness of wall in mm for m - 20 concrete m = modular ratio = 13.3 227360 = 1.2 = mm \ T= 164 1000 T+( 13.3 1 )x 2093 Thickness of wall from empirical formula = 3H+5 = 3 x 4.00 + 5 = 17 cm 170 mm Hence provide a thickness of 170 mm throughout the height . Spacing of hoop can be increased =
near the top Providing a minimum reinforcement 0.30% at the top.
Ash
0.3 x 1000 100 Spacing of hoop Bars = 1000 =
[email protected]
x x
170
=
314 /
2
510
mm
510 =
616
say
=
610 mm
However, the spacing of hoops should not more than 3 times of thickness of wall. Hence keep a spacing of 500 mm c/c at the top.Since the thickness of wall is less than 225 mm reinforcement provided at the center of thickness. If, however, the thickness is more than 225 mm , half the hoops would have been placed near the inner face and other half at the outer face (i.e. the spacig of the hoops would have been doubled). The spacing at the other height can be similarly found. For example at the depth of 2.00 m below the w.h.D/2 9800 x 2 x 5.80 top, the area of hoops is given by Ash = = = 989 mm2 115 ss Spacing of hoop Bars = 1000 x 314 / 989 = 317 say = 300 mm 3 Vertical reinforcement :Distribution and temprecture reinforcement is provided in vertical direction, 170 - 100 and area is = 0.30 ,0.10 x = 0.280 % 450 - 100 0.280 2 Asd = x 170 x 1000 = 476 mm 100 2 3.14xdia 3.14 x 10 x 10 using 10 mm bars A = = = 79 mm2 4 x100 4 x 100 Spacing of hoop Bars = 1000 x 79 / 476 = 165 say = 160 mm Hence Provided 10 mm F bar, @ 160 mm c/c. This wil also serve the purpose of tieing the hoop reinforcement. 4 Design of tank floor.:Since the tank floor is resting on ground throughout , provide a minimum thickness of 150 mm 0.30 2 Minimum Ast = x 150 x 1000 = 450 mm in each direction 100 Provide half the reinfocement near each face, Ast = 225 mm2 2 3.14xdia 3.14 x 8 x 8 = using 8 mm bars A = = 50 mm2 4 x100 4 x 100 Spacing of hoop Bars = 1000 x 50 / 225 = 223 say = 200 mm However provide 8 mm f bars @ 200 mm c/c in both direction , at top and bottom of floor slab. The floor slab will rest on 75 mm thick layer of lean concrete covered with a layer of tar felt. 5 Detail of reinforcement :The detail shown in drawing.
[email protected]
#REF!
#REF!
#REF!
170
11600
#REF! #REF!
mm f Ring mm c/c
#REF! #REF!
mm f Ring mm c/c
#REF! #REF!
mm f Ring mm c/c
170
#REF!
m
#REF!
m
4000 #REF!
#REF! mm f Ring #REF! mm c/c #REF! Strip painting t sealing compound
m
#REF! #REF! m
mm f Ring mm c/c #REF! mm f Ring #REF! mm c/c
#REF! #REF! [email protected]
VALUES OF DESIGN CONSTANTS Grade of concrete Modular Ratio
M-15 18.67
M-20 13.33
M-25 10.98
M-30 9.33
M-35 8.11
M-40 7.18
scbc N/mm2 m scbc
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
(a) sst = 140 N/mm2 (Fe 250)
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
Rc
0.89 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
(b) sst = 190 N/mm2 (c ) sst = 230 N/mm2 (Fe 415) (d) sst = 275 N/mm2 (Fe 500)
Permissible shear stress Table tv in concrete (IS : 456-2000) 100As bd < 0.15 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 2.75 3.00 and above
Permissible shear stress in concrete M-15 M-20 M-25 M-30 0.18 0.18 0.19 0.2 0.22 0.22 0.23 0.23 0.29 0.30 0.31 0.31 0.34 0.35 0.36 0.37 0.37 0.39 0.40 0.41 0.40 0.42 0.44 0.45 0.42 0.45 0.46 0.48 0.44 0.47 0.49 0.50 0.44 0.49 0.51 0.53 0.44 0.51 0.53 0.55 0.44 0.51 0.55 0.57 0.44 0.51 0.56 0.58 0.44 0.51 0.57 0.6
tv N/mm2 M-35 M-40 0.2 0.2 0.23 0.23 0.31 0.32 0.37 0.38 0.42 0.42 0.45 0.46 0.49 0.49 0.52 0.52 0.54 0.55 0.56 0.57 0.58 0.60 0.60 0.62 0.62 0.63
Maximum shear stress tc.max in concrete (IS : 456-2000) Grade of concrete
tc.max
M-15 1.6
M-20 1.8
M-25 1.9
M-30 2.2
M-35 2.3
M-40 2.5
Grade of concrete tbd (N / mm2)
Shear stress tc 100As M-20 bd 0.15 0.18 0.16 0.18 0.17 0.18 0.18 0.19 0.19 0.19 0.2 0.19 0.21 0.2 0.22 0.2 0.23 0.2 0.24 0.21 0.25 0.21 0.26 0.21 0.27 0.22 0.28 0.22 0.29 0.22 0.3 0.23 0.31 0.23 0.32 0.24 0.33 0.24 0.34 0.24 0.35 0.25 0.36 0.25 0.37 0.25 0.38 0.26 0.39 0.26 0.4 0.26 0.41 0.27 0.42 0.27 0.43 0.27 0.44 0.28 0.45 0.28 0.46 0.28 0.47 0.29 0.48 0.29 0.49 0.29 0.5 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 0.32
Reiforcement % 100As M-20 bd 0.18 0.15 0.19 0.18 0.2 0.21 0.21 0.24 0.22 0.27 0.23 0.3 0.24 0.32 0.25 0.35 0.26 0.38 0.27 0.41 0.28 0.44 0.29 0.47 0.30 0.5 0.31 0.55 0.32 0.6 0.33 0.65 0.34 0.7 0.35 0.75 0.36 0.82 0.37 0.88 0.38 0.94 0.39 1.00 0.4 1.08 0.41 1.16 0.42 1.25 0.43 1.33 0.44 1.41 0.45 1.50 0.46 1.63 0.46 1.64 0.47 1.75 0.48 1.88 0.49 2.00 0.50 2.13 0.51 2.25
0.63 0.64 0.65 0.66 0.67 0.68 0.69 0.7 0.71 0.72 0.73 0.74 0.75 0.76 0.77 0.78 0.79 0.8 0.81 0.82 0.83 0.84 0.85 0.86 0.87 0.88 0.89 0.9 0.91 0.92 0.93 0.94 0.95 0.96 0.97 0.98 0.99 1.00 1.01 1.02 1.03 1.04 1.05 1.06 1.07 1.08 1.09 1.10 1.11 1.12 1.13 1.14
0.32 0.32 0.33 0.33 0.33 0.33 0.33 0.34 0.34 0.34 0.34 0.34 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.36 0.36 0.36 0.36 0.36 0.36 0.37 0.37 0.37 0.37 0.37 0.37 0.38 0.38 0.38 0.38 0.38 0.38 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.4 0.4 0.4 0.4 0.4 0.4 0.4
1.15 1.16 1.17 1.18 1.19 1.20 1.21 1.22 1.23 1.24 1.25 1.26 1.27 1.28 1.29 1.30 1.31 1.32 1.33 1.34 1.35 1.36 1.37 1.38 1.39 1.40 1.41 1.42 1.43 1.44 1.45 1.46 1.47 1.48 1.49 1.50 1.51 1.52 1.53 1.54 1.55 1.56 1.57 1.58 1.59 1.60 1.61 1.62 1.63 1.64 1.65 1.66
0.4 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.46 0.46 0.46 0.46
1.67 1.68 1.69 1.70 1.71 1.72 1.73 1.74 1.75 1.76 1.77 1.78 1.79 1.80 1.81 1.82 1.83 1.84 1.85 1.86 1.87 1.88 1.89 1.90 1.91 1.92 1.93 1.94 1.95 1.96 1.97 1.98 1.99 2.00 2.01 2.02 2.03 2.04 2.05 2.06 2.07 2.08 2.09 2.10 2.11 2.12 2.13 2.14 2.15 2.16 2.17 2.18
0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.47 0.47 0.47 0.47 0.47 0.47 0.47 0.47 0.47 0.47 0.47 0.47 0.47 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.50 0.50 0.50 0.50 0.50 0.50
2.19 2.20 2.21 2.22 2.23 2.24 2.25 2.26 2.27 2.28 2.29 2.30 2.31 2.32 2.33 2.34 2.35 2.36 2.37 2.38 2.39 2.40 2.41 2.42 2.43 2.44 2.45 2.46 2.47 2.48 2.49 2.50 2.51 2.52 2.53 2.54 2.55 2.56 2.57 2.58 2.59 2.60 2.61 2.62 2.63 2.64 2.65 2.66 2.67 2.68 2.69 2.70
0.50 0.50 0.50 0.50 0.50 0.50 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51
2.71 2.72 2.73 2.74 2.75 2.76 2.77 2.78 2.79 2.80 2.81 2.82 2.83 2.84 2.85 2.86 2.87 2.88 2.89 2.90 2.91 2.92 2.93 2.94 2.95 2.96 2.97 2.98 2.99 3.00 3.01 3.02 3.03 3.04 3.05 3.06 3.07 3.08 3.09 3.10 3.11 3.12 3.13 3.14 3.15
0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51
Permissible Bond stress Table tbd in concrete (IS : 456-2000) Grade of concreteM-10 -tbd (N / mm2)
M-15 0.6
M-20 0.8
M-25 0.9
M-30 1
M-35 1.1
M-40 1.2
M-45 1.3
Development Length in tension Plain M.S. Bars
H.Y.S.D. Bars
Grade of concrete
tbd (N / mm2)
kd = Ld F
tbd (N / mm2)
kd = Ld F
M 15
0.6
58
0.96
60
M 20
0.8
44
1.28
45
M 25
0.9
39
1.44
40
M 30
1
35
1.6
36
M 35
1.1
32
1.76
33
M 40
1.2
29
1.92
30
M 45
1.3
27
2.08
28
M 50
1.4
25
2.24
26
Permissible stress in concrete (IS : 456-2000) Grade of concrete M M M M M M M M M
10 15 20 25 30 35 40 45 50
Permission stress in compression (N/mm 2) Permissible stress in bond (Average) for Bending acbc Direct (acc) plain bars in tention (N/mm2) (N/mm2) 3.0 5.0 7.0 8.5 10.0 11.5 13.0 14.5 16.0
Kg/m2 300 500 700 850 1000 1150 1300 1450 1600
(N/mm2) 2.5 4.0 5.0 6.0 8.0 9.0 10.0 11.0 12.0
Kg/m2 250 400 500 600 800 900 1000 1100 1200
(N/mm2) -0.6 0.8 0.9 1.0 1.1 1.2 1.3 1.4
in kg/m2 -60 80 90 100 110 120 130 140
00) M-50 1.4
Modification factore
2.0 1.4 1.2 0.8 0.4
0.0
0.4 0.8 Percentage of tension reinforcement
1.2
1.6
2
2.4
2.8
VALUES OF DESIGN CONSTANTS Grade of concrete Modular Ratio
M-15 18.67
M-20 13.33
M-25 10.98
M-30 9.33
M-35 8.11
M-40 7.18
scbc N/mm2 m scbc
5
7
8.5
10
11.5
13
(a) sst = 140 N/mm2 (Fe 250)
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
0.89
0.89
0.89
0.89
Rc
0.89 0.732
0.89 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
(b) sst = 190 N/mm2 (c ) sst = 230 N/mm2 (Fe 415) (d) sst = 275 N/mm2 (Fe 500)
jc
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
Permissible shear stress Table tv in concrete (IS : 456-2000) 100As bd < 0.15 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 2.75 3.00 and above
Permissible shear stress in concrete M-15 M-20 M-25 M-30 0.18 0.18 0.19 0.2 0.22 0.22 0.23 0.23 0.29 0.30 0.31 0.31 0.34 0.35 0.36 0.37 0.37 0.39 0.40 0.41 0.40 0.42 0.44 0.45 0.42 0.45 0.46 0.48 0.44 0.47 0.49 0.50 0.44 0.49 0.51 0.53 0.44 0.51 0.53 0.55 0.44 0.51 0.55 0.57 0.44 0.51 0.56 0.58 0.44 0.51 0.57 0.6
tv N/mm2 M-35 M-40 0.2 0.2 0.23 0.23 0.31 0.32 0.37 0.38 0.42 0.42 0.45 0.46 0.49 0.49 0.52 0.52 0.54 0.55 0.56 0.57 0.58 0.60 0.60 0.62 0.62 0.63
Maximum shear stress tc.max in concrete (IS : 456-2000) Grade of concrete
tc.max
Shear stress tc 100As M-20 bd
M-15 1.6
M-20 1.8
Reiforcement % 100As M-20 bd
M-25 1.9
M-30 2.2
M-35 2.3
M-40 2.5
Grade of concrete
0.15 0.16 0.17 0.18 0.19 0.2 0.21 0.22 0.23 0.24 0.25 0.26 0.27 0.28 0.29 0.3 0.31 0.32 0.33 0.34 0.35 0.36 0.37 0.38 0.39 0.4 0.41 0.42 0.43 0.44 0.45 0.46 0.47 0.48 0.49 0.5 0.51 0.52 0.53 0.54 0.55 0.56 0.57 0.58 0.59 0.6 0.61 0.62 0.63 0.64 0.65 0.66 0.67 0.68 0.69 0.7
0.18 0.18 0.18 0.19 0.19 0.19 0.2 0.2 0.2 0.21 0.21 0.21 0.22 0.22 0.22 0.23 0.23 0.24 0.24 0.24 0.25 0.25 0.25 0.26 0.26 0.26 0.27 0.27 0.27 0.28 0.28 0.28 0.29 0.29 0.29 0.30 0.30 0.30 0.30 0.30 0.31 0.31 0.31 0.31 0.31 0.32 0.32 0.32 0.32 0.32 0.33 0.33 0.33 0.33 0.33 0.34
0.18 0.19 0.2 0.21 0.22 0.23 0.24 0.25 0.26 0.27 0.28 0.29 0.30 0.31 0.32 0.33 0.34 0.35 0.36 0.37 0.38 0.39 0.4 0.41 0.42 0.43 0.44 0.45 0.46 0.46 0.47 0.48 0.49 0.50 0.51
0.15 0.18 0.21 0.24 0.27 0.3 0.32 0.35 0.38 0.41 0.44 0.47 0.5 0.55 0.6 0.65 0.7 0.75 0.82 0.88 0.94 1.00 1.08 1.16 1.25 1.33 1.41 1.50 1.63 1.64 1.75 1.88 2.00 2.13 2.25
0.71 0.72 0.73 0.74 0.75 0.76 0.77 0.78 0.79 0.8 0.81 0.82 0.83 0.84 0.85 0.86 0.87 0.88 0.89 0.9 0.91 0.92 0.93 0.94 0.95 0.96 0.97 0.98 0.99 1.00 1.01 1.02 1.03 1.04 1.05 1.06 1.07 1.08 1.09 1.10 1.11 1.12 1.13 1.14 1.15 1.16 1.17 1.18 1.19 1.20 1.21 1.22 1.23 1.24 1.25 1.26
0.34 0.34 0.34 0.34 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.36 0.36 0.36 0.36 0.36 0.36 0.37 0.37 0.37 0.37 0.37 0.37 0.38 0.38 0.38 0.38 0.38 0.38 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.42 0.42
1.27 1.28 1.29 1.30 1.31 1.32 1.33 1.34 1.35 1.36 1.37 1.38 1.39 1.40 1.41 1.42 1.43 1.44 1.45 1.46 1.47 1.48 1.49 1.50 1.51 1.52 1.53 1.54 1.55 1.56 1.57 1.58 1.59 1.60 1.61 1.62 1.63 1.64 1.65 1.66 1.67 1.68 1.69 1.70 1.71 1.72 1.73 1.74 1.75 1.76 1.77 1.78 1.79 1.80 1.81 1.82
0.42 0.42 0.42 0.42 0.42 0.42 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.47 0.47 0.47 0.47 0.47 0.47 0.47 0.47
1.83 1.84 1.85 1.86 1.87 1.88 1.89 1.90 1.91 1.92 1.93 1.94 1.95 1.96 1.97 1.98 1.99 2.00 2.01 2.02 2.03 2.04 2.05 2.06 2.07 2.08 2.09 2.10 2.11 2.12 2.13 2.14 2.15 2.16 2.17 2.18 2.19 2.20 2.21 2.22 2.23 2.24 2.25 2.26 2.27 2.28 2.29 2.30 2.31 2.32 2.33 2.34 2.35 2.36 2.37 2.38
0.47 0.47 0.47 0.47 0.47 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51
2.39 2.40 2.41 2.42 2.43 2.44 2.45 2.46 2.47 2.48 2.49 2.50 2.51 2.52 2.53 2.54 2.55 2.56 2.57 2.58 2.59 2.60 2.61 2.62 2.63 2.64 2.65 2.66 2.67 2.68 2.69 2.70 2.71 2.72 2.73 2.74 2.75 2.76 2.77 2.78 2.79 2.80 2.81 2.82 2.83 2.84 2.85 2.86 2.87 2.88 2.89 2.90 2.91 2.92 2.93 2.94
0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51
2.95 2.96 2.97 2.98 2.99 3.00 3.01 3.02 3.03 3.04 3.05 3.06 3.07 3.08 3.09 3.10 3.11 3.12 3.13 3.14 3.15
0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51
Permissible Bond stress Table tbd in concrete (IS : 456-2000) Grade of concrete 2 tbd (N / mm )
M-10 --
M-15 0.6
M-20 0.8
M-25 0.9
M-30 1
M-35 1.1
M-40 1.2
M-45 1.3
Development Length in tension Grade of concrete
Plain M.S. Bars tbd (N / mm2) kd = Ld F
H.Y.S.D. Bars tbd (N / mm2) kd = Ld F
M 15
0.6
58
0.96
60
M 20
0.8
44
1.28
45
M 25
0.9
39
1.44
40
M 30
1
35
1.6
36
M 35
1.1
32
1.76
33
M 40
1.2
29
1.92
30
M 45
1.3
27
2.08
28
M 50
1.4
25
2.24
26
Permissible stress in concrete (IS : 456-2000) Grade of concrete M M M M M M M M M
10 15 20 25 30 35 40 45 50
Permission stress in compression (N/mm2) Permissible stress in bond (Average) for 2 Bending acbc plain bars in tention (N/mm ) Direct (acc) (N/mm2) 3.0 5.0 7.0 8.5 10.0 11.5 13.0 14.5 16.0
Kg/m2 300 500 700 850 1000 1150 1300 1450 1600
(N/mm2) 2.5 4.0 5.0 6.0 8.0 9.0 10.0 11.0 12.0
Kg/m2 250 400 500 600 800 900 1000 1100 1200
in kg/m2 -60 80 90 100 110 120 130 140
(N/mm2) -0.6 0.8 0.9 1.0 1.1 1.2 1.3 1.4
Permissible direct tensile stress in concrete (IS : 456-2000) Grade of concrete
sct.max
M-10 1.2
M-15 2.0
M-20 2.8
M-25 3.2
M-30 3.6
M-35 4.0
M-40 4.4
6-2000) M-50 1.4
4.00
mtr
4000
mm
3 Free board
0.20
m
200
mm
N/mm2
unit weight 25000 N/m3 m 13.3
M
20
scbc
7
4 Conrete
5 Steel
fy
415
Tensile stress
230
N/mm2
Effective Cover
30
mm
6 Nominal Cover
25
mm
7 Reinforcement Hoops Ring
20
mm F
150
mm c/c
Vertivcal
10
mm F
160
mm c/c
FloorMain
8
mm F
200
mm c/c
8
mm F
200
mm c/c
Distribution 0 mm f Ring 0 mm c/c
[email protected]
t)
0 mm f Ring 0 mm c/c
0 mm f Ring 0 mm c/c
#REF!
m
#REF!
m
#REF!
m
0 mm f Ring 0 mm c/c #REF! Strip painting t sealing compound
m
0 mm f Ring 0 mm c/c 0 mm f Ring 0 mm c/c
0
#REF!
0
DESIGN OF CIRCULAR WATER TANK(Flaxible t) Name of work :#REF! #REF! #REF! #REF! #REF!
pkn 400 ## 4.00 m 0.20 ## M fy scbc
Nominal cover
20 2 415 N/mm 2 7 N/mm 25 mm
400000 mm 4000 mm 200 mm Tensile stess = ##### = Effective cover =
1 Design Constants:- For HYSD Bars
sst = scbc = k=
230
N/mm2
wt. of concrete
2
13.3 13.3 x
=
x 7
7 +
-
0.288
/
3
x
7
x
0.904
Dimention of tank:-
400
=
0.288
=
0.904
x 0.288 =
0.9116
230
x D2 4
4 = 11.57 x 3.80 3.143 Provide a diameter of =
2 Design of setion :-
2 = 25000 N/mm
Effective depth of tank =
If D is the inside diameter of tank, we have = \ from which D
20
m = 13.3
N/mm
7 m*c
m*c+sst j=1-k/3 = 1 R=1/2xc x j x k = 0.5 Solution:-
Cocrete M =
2
230 N/mm 13.3 30 mm
x
Take w = D 2 Using ss
Maximum hoop tension = wH
=
x
m
11.60
3.80
=
say
=
4.00 - 0.20 = 3.80 m 400000 x 1000 1000 x 1000 11.60
m
m
2
9800 N/m 9800
x
4.00
x
11.60 = 227360 2
N/metre height of base
115 N/mm2 227360 Area of hoop steel at base is Ash = = 1977 mm2 / m height 115 3.14xdia2 3.14 x 20 x 20 = using 20 mm bars A = = 314 mm2 4 x100 4 x 100 Spacing of hoop Bars = 1000 x 314 / 1977 = 159 say = 150 mm Hence Provided 20 mm F bar, @ 150 mm c/c 1000 x 314 having, Ast = = 2093 mm2 150 wHD/2 where sct= permissible direct tensile If T is thicness of wall, we have, sct = 1000 T+(m-1)Ash stress of concrete 1.2 N/mm2 T = thickness of wall in mm for m - 20 concrete m = modular ratio = 13.3 227360 = 1.2 = mm \ T= 164 1000 T+( 13.3 1 )x 2093 Thickness of wall from empirical formula = 3H+5 = 3 x 4.00 + 5 = 17 cm 170 mm Hence provide a thickness of 170 mm throughout the height . Spacing of hoop can be increased =
near the top Providing a minimum reinforcement 0.30% at the top.
Ash
0.3 x 1000 100 Spacing of hoop Bars = 1000 =
[email protected]
x x
170
=
314 /
2
510
mm
510 =
616
say
=
610 mm
However, the spacing of hoops should not more than 3 times of thickness of wall. Hence keep a spacing of 500 mm c/c at the top.Since the thickness of wall is less than 225 mm reinforcement provided at the center of thickness. If, however, the thickness is more than 225 mm , half the hoops would have been placed near the inner face and other half at the outer face (i.e. the spacig of the hoops would have been doubled). The spacing at the other height can be similarly found. For example at the depth of 2.00 m below the w.h.D/2 9800 x 2 x 5.80 top, the area of hoops is given by Ash = = = 989 mm2 115 ss Spacing of hoop Bars = 1000 x 314 / 989 = 317 say = 300 mm 3 Vertical reinforcement :Distribution and temprecture reinforcement is provided in vertical direction, 170 - 100 and area is = 0.30 ,0.10 x = 0.280 % 450 - 100 0.280 2 Asd = x 170 x 1000 = 476 mm 100 2 3.14xdia 3.14 x 10 x 10 using 10 mm bars A = = = 79 mm2 4 x100 4 x 100 Spacing of hoop Bars = 1000 x 79 / 476 = 165 say = 160 mm Hence Provided 10 mm F bar, @ 160 mm c/c. This wil also serve the purpose of tieing the hoop reinforcement. 4 Design of tank floor.:Since the tank floor is resting on ground throughout , provide a minimum thickness of 150 mm 0.30 2 Minimum Ast = x 150 x 1000 = 450 mm in each direction 100 Provide half the reinfocement near each face, Ast = 225 mm2 2 3.14xdia 3.14 x 8 x 8 = using 8 mm bars A = = 50 mm2 4 x100 4 x 100 Spacing of hoop Bars = 1000 x 50 / 225 = 223 say = 200 mm However provide 8 mm f bars @ 200 mm c/c in both direction , at top and bottom of floor slab. The floor slab will rest on 75 mm thick layer of lean concrete covered with a layer of tar felt. 5 Detail of reinforcement :The detail shown in drawing.
[email protected]
#REF!
#REF!
#REF!
170
11600
#REF! #REF!
mm f Ring mm c/c
#REF! #REF!
mm f Ring mm c/c
#REF! #REF!
mm f Ring mm c/c
170
#REF!
m
#REF!
m
4000 #REF!
#REF! mm f Ring #REF! mm c/c #REF! Strip painting t sealing compound
m
#REF! #REF! m
mm f Ring mm c/c #REF! mm f Ring #REF! mm c/c
#REF! #REF! [email protected]
VALUES OF DESIGN CONSTANTS Grade of concrete Modular Ratio
M-15 18.67
M-20 13.33
M-25 10.98
M-30 9.33
M-35 8.11
M-40 7.18
scbc N/mm2 m scbc
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
(a) sst = 140 N/mm2 (Fe 250)
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
Rc
0.89 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
(b) sst = 190 N/mm2 (c ) sst = 230 N/mm2 (Fe 415) (d) sst = 275 N/mm2 (Fe 500)
Permissible shear stress Table tv in concrete (IS : 456-2000) 100As bd < 0.15 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 2.75 3.00 and above
Permissible shear stress in concrete M-15 M-20 M-25 M-30 0.18 0.18 0.19 0.2 0.22 0.22 0.23 0.23 0.29 0.30 0.31 0.31 0.34 0.35 0.36 0.37 0.37 0.39 0.40 0.41 0.40 0.42 0.44 0.45 0.42 0.45 0.46 0.48 0.44 0.47 0.49 0.50 0.44 0.49 0.51 0.53 0.44 0.51 0.53 0.55 0.44 0.51 0.55 0.57 0.44 0.51 0.56 0.58 0.44 0.51 0.57 0.6
tv N/mm2 M-35 M-40 0.2 0.2 0.23 0.23 0.31 0.32 0.37 0.38 0.42 0.42 0.45 0.46 0.49 0.49 0.52 0.52 0.54 0.55 0.56 0.57 0.58 0.60 0.60 0.62 0.62 0.63
Maximum shear stress tc.max in concrete (IS : 456-2000) Grade of concrete
tc.max
M-15 1.6
M-20 1.8
M-25 1.9
M-30 2.2
M-35 2.3
M-40 2.5
Grade of concrete tbd (N / mm2)
Shear stress tc 100As M-20 bd 0.15 0.18 0.16 0.18 0.17 0.18 0.18 0.19 0.19 0.19 0.2 0.19 0.21 0.2 0.22 0.2 0.23 0.2 0.24 0.21 0.25 0.21 0.26 0.21 0.27 0.22 0.28 0.22 0.29 0.22 0.3 0.23 0.31 0.23 0.32 0.24 0.33 0.24 0.34 0.24 0.35 0.25 0.36 0.25 0.37 0.25 0.38 0.26 0.39 0.26 0.4 0.26 0.41 0.27 0.42 0.27 0.43 0.27 0.44 0.28 0.45 0.28 0.46 0.28 0.47 0.29 0.48 0.29 0.49 0.29 0.5 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 0.32
Reiforcement % 100As M-20 bd 0.18 0.15 0.19 0.18 0.2 0.21 0.21 0.24 0.22 0.27 0.23 0.3 0.24 0.32 0.25 0.35 0.26 0.38 0.27 0.41 0.28 0.44 0.29 0.47 0.30 0.5 0.31 0.55 0.32 0.6 0.33 0.65 0.34 0.7 0.35 0.75 0.36 0.82 0.37 0.88 0.38 0.94 0.39 1.00 0.4 1.08 0.41 1.16 0.42 1.25 0.43 1.33 0.44 1.41 0.45 1.50 0.46 1.63 0.46 1.64 0.47 1.75 0.48 1.88 0.49 2.00 0.50 2.13 0.51 2.25
0.63 0.64 0.65 0.66 0.67 0.68 0.69 0.7 0.71 0.72 0.73 0.74 0.75 0.76 0.77 0.78 0.79 0.8 0.81 0.82 0.83 0.84 0.85 0.86 0.87 0.88 0.89 0.9 0.91 0.92 0.93 0.94 0.95 0.96 0.97 0.98 0.99 1.00 1.01 1.02 1.03 1.04 1.05 1.06 1.07 1.08 1.09 1.10 1.11 1.12 1.13 1.14
0.32 0.32 0.33 0.33 0.33 0.33 0.33 0.34 0.34 0.34 0.34 0.34 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.36 0.36 0.36 0.36 0.36 0.36 0.37 0.37 0.37 0.37 0.37 0.37 0.38 0.38 0.38 0.38 0.38 0.38 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.4 0.4 0.4 0.4 0.4 0.4 0.4
1.15 1.16 1.17 1.18 1.19 1.20 1.21 1.22 1.23 1.24 1.25 1.26 1.27 1.28 1.29 1.30 1.31 1.32 1.33 1.34 1.35 1.36 1.37 1.38 1.39 1.40 1.41 1.42 1.43 1.44 1.45 1.46 1.47 1.48 1.49 1.50 1.51 1.52 1.53 1.54 1.55 1.56 1.57 1.58 1.59 1.60 1.61 1.62 1.63 1.64 1.65 1.66
0.4 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.46 0.46 0.46 0.46
1.67 1.68 1.69 1.70 1.71 1.72 1.73 1.74 1.75 1.76 1.77 1.78 1.79 1.80 1.81 1.82 1.83 1.84 1.85 1.86 1.87 1.88 1.89 1.90 1.91 1.92 1.93 1.94 1.95 1.96 1.97 1.98 1.99 2.00 2.01 2.02 2.03 2.04 2.05 2.06 2.07 2.08 2.09 2.10 2.11 2.12 2.13 2.14 2.15 2.16 2.17 2.18
0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.47 0.47 0.47 0.47 0.47 0.47 0.47 0.47 0.47 0.47 0.47 0.47 0.47 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.50 0.50 0.50 0.50 0.50 0.50
2.19 2.20 2.21 2.22 2.23 2.24 2.25 2.26 2.27 2.28 2.29 2.30 2.31 2.32 2.33 2.34 2.35 2.36 2.37 2.38 2.39 2.40 2.41 2.42 2.43 2.44 2.45 2.46 2.47 2.48 2.49 2.50 2.51 2.52 2.53 2.54 2.55 2.56 2.57 2.58 2.59 2.60 2.61 2.62 2.63 2.64 2.65 2.66 2.67 2.68 2.69 2.70
0.50 0.50 0.50 0.50 0.50 0.50 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51
2.71 2.72 2.73 2.74 2.75 2.76 2.77 2.78 2.79 2.80 2.81 2.82 2.83 2.84 2.85 2.86 2.87 2.88 2.89 2.90 2.91 2.92 2.93 2.94 2.95 2.96 2.97 2.98 2.99 3.00 3.01 3.02 3.03 3.04 3.05 3.06 3.07 3.08 3.09 3.10 3.11 3.12 3.13 3.14 3.15
0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51
Permissible Bond stress Table tbd in concrete (IS : 456-2000) Grade of concreteM-10 -tbd (N / mm2)
M-15 0.6
M-20 0.8
M-25 0.9
M-30 1
M-35 1.1
M-40 1.2
M-45 1.3
Development Length in tension Plain M.S. Bars
H.Y.S.D. Bars
Grade of concrete
tbd (N / mm2)
kd = Ld F
tbd (N / mm2)
kd = Ld F
M 15
0.6
58
0.96
60
M 20
0.8
44
1.28
45
M 25
0.9
39
1.44
40
M 30
1
35
1.6
36
M 35
1.1
32
1.76
33
M 40
1.2
29
1.92
30
M 45
1.3
27
2.08
28
M 50
1.4
25
2.24
26
Permissible stress in concrete (IS : 456-2000) Grade of concrete M M M M M M M M M
10 15 20 25 30 35 40 45 50
Permission stress in compression (N/mm 2) Permissible stress in bond (Average) for Bending acbc Direct (acc) plain bars in tention (N/mm2) (N/mm2) 3.0 5.0 7.0 8.5 10.0 11.5 13.0 14.5 16.0
Kg/m2 300 500 700 850 1000 1150 1300 1450 1600
(N/mm2) 2.5 4.0 5.0 6.0 8.0 9.0 10.0 11.0 12.0
Kg/m2 250 400 500 600 800 900 1000 1100 1200
(N/mm2) -0.6 0.8 0.9 1.0 1.1 1.2 1.3 1.4
in kg/m2 -60 80 90 100 110 120 130 140
00) M-50 1.4
Modification factore
2.0 1.4 1.2 0.8 0.4
0.0
0.4 0.8 Percentage of tension reinforcement
1.2
1.6
2
2.4
2.8
VALUES OF DESIGN CONSTANTS Grade of concrete Modular Ratio
M-15 18.67
M-20 13.33
M-25 10.98
M-30 9.33
M-35 8.11
M-40 7.18
scbc N/mm2 m scbc
5
7
8.5
10
11.5
13
(a) sst = 140 N/mm2 (Fe 250)
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
0.89
0.89
0.89
0.89
Rc
0.89 0.732
0.89 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
(b) sst = 190 N/mm2 (c ) sst = 230 N/mm2 (Fe 415) (d) sst = 275 N/mm2 (Fe 500)
jc
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
Permissible shear stress Table tv in concrete (IS : 456-2000) 100As bd < 0.15 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 2.75 3.00 and above
Permissible shear stress in concrete M-15 M-20 M-25 M-30 0.18 0.18 0.19 0.2 0.22 0.22 0.23 0.23 0.29 0.30 0.31 0.31 0.34 0.35 0.36 0.37 0.37 0.39 0.40 0.41 0.40 0.42 0.44 0.45 0.42 0.45 0.46 0.48 0.44 0.47 0.49 0.50 0.44 0.49 0.51 0.53 0.44 0.51 0.53 0.55 0.44 0.51 0.55 0.57 0.44 0.51 0.56 0.58 0.44 0.51 0.57 0.6
tv N/mm2 M-35 M-40 0.2 0.2 0.23 0.23 0.31 0.32 0.37 0.38 0.42 0.42 0.45 0.46 0.49 0.49 0.52 0.52 0.54 0.55 0.56 0.57 0.58 0.60 0.60 0.62 0.62 0.63
Maximum shear stress tc.max in concrete (IS : 456-2000) Grade of concrete
tc.max
Shear stress tc 100As M-20 bd
M-15 1.6
M-20 1.8
Reiforcement % 100As M-20 bd
M-25 1.9
M-30 2.2
M-35 2.3
M-40 2.5
Grade of concrete
0.15 0.16 0.17 0.18 0.19 0.2 0.21 0.22 0.23 0.24 0.25 0.26 0.27 0.28 0.29 0.3 0.31 0.32 0.33 0.34 0.35 0.36 0.37 0.38 0.39 0.4 0.41 0.42 0.43 0.44 0.45 0.46 0.47 0.48 0.49 0.5 0.51 0.52 0.53 0.54 0.55 0.56 0.57 0.58 0.59 0.6 0.61 0.62 0.63 0.64 0.65 0.66 0.67 0.68 0.69 0.7
0.18 0.18 0.18 0.19 0.19 0.19 0.2 0.2 0.2 0.21 0.21 0.21 0.22 0.22 0.22 0.23 0.23 0.24 0.24 0.24 0.25 0.25 0.25 0.26 0.26 0.26 0.27 0.27 0.27 0.28 0.28 0.28 0.29 0.29 0.29 0.30 0.30 0.30 0.30 0.30 0.31 0.31 0.31 0.31 0.31 0.32 0.32 0.32 0.32 0.32 0.33 0.33 0.33 0.33 0.33 0.34
0.18 0.19 0.2 0.21 0.22 0.23 0.24 0.25 0.26 0.27 0.28 0.29 0.30 0.31 0.32 0.33 0.34 0.35 0.36 0.37 0.38 0.39 0.4 0.41 0.42 0.43 0.44 0.45 0.46 0.46 0.47 0.48 0.49 0.50 0.51
0.15 0.18 0.21 0.24 0.27 0.3 0.32 0.35 0.38 0.41 0.44 0.47 0.5 0.55 0.6 0.65 0.7 0.75 0.82 0.88 0.94 1.00 1.08 1.16 1.25 1.33 1.41 1.50 1.63 1.64 1.75 1.88 2.00 2.13 2.25
0.71 0.72 0.73 0.74 0.75 0.76 0.77 0.78 0.79 0.8 0.81 0.82 0.83 0.84 0.85 0.86 0.87 0.88 0.89 0.9 0.91 0.92 0.93 0.94 0.95 0.96 0.97 0.98 0.99 1.00 1.01 1.02 1.03 1.04 1.05 1.06 1.07 1.08 1.09 1.10 1.11 1.12 1.13 1.14 1.15 1.16 1.17 1.18 1.19 1.20 1.21 1.22 1.23 1.24 1.25 1.26
0.34 0.34 0.34 0.34 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.36 0.36 0.36 0.36 0.36 0.36 0.37 0.37 0.37 0.37 0.37 0.37 0.38 0.38 0.38 0.38 0.38 0.38 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.42 0.42
1.27 1.28 1.29 1.30 1.31 1.32 1.33 1.34 1.35 1.36 1.37 1.38 1.39 1.40 1.41 1.42 1.43 1.44 1.45 1.46 1.47 1.48 1.49 1.50 1.51 1.52 1.53 1.54 1.55 1.56 1.57 1.58 1.59 1.60 1.61 1.62 1.63 1.64 1.65 1.66 1.67 1.68 1.69 1.70 1.71 1.72 1.73 1.74 1.75 1.76 1.77 1.78 1.79 1.80 1.81 1.82
0.42 0.42 0.42 0.42 0.42 0.42 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.47 0.47 0.47 0.47 0.47 0.47 0.47 0.47
1.83 1.84 1.85 1.86 1.87 1.88 1.89 1.90 1.91 1.92 1.93 1.94 1.95 1.96 1.97 1.98 1.99 2.00 2.01 2.02 2.03 2.04 2.05 2.06 2.07 2.08 2.09 2.10 2.11 2.12 2.13 2.14 2.15 2.16 2.17 2.18 2.19 2.20 2.21 2.22 2.23 2.24 2.25 2.26 2.27 2.28 2.29 2.30 2.31 2.32 2.33 2.34 2.35 2.36 2.37 2.38
0.47 0.47 0.47 0.47 0.47 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51
2.39 2.40 2.41 2.42 2.43 2.44 2.45 2.46 2.47 2.48 2.49 2.50 2.51 2.52 2.53 2.54 2.55 2.56 2.57 2.58 2.59 2.60 2.61 2.62 2.63 2.64 2.65 2.66 2.67 2.68 2.69 2.70 2.71 2.72 2.73 2.74 2.75 2.76 2.77 2.78 2.79 2.80 2.81 2.82 2.83 2.84 2.85 2.86 2.87 2.88 2.89 2.90 2.91 2.92 2.93 2.94
0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51
2.95 2.96 2.97 2.98 2.99 3.00 3.01 3.02 3.03 3.04 3.05 3.06 3.07 3.08 3.09 3.10 3.11 3.12 3.13 3.14 3.15
0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51
Permissible Bond stress Table tbd in concrete (IS : 456-2000) Grade of concrete 2 tbd (N / mm )
M-10 --
M-15 0.6
M-20 0.8
M-25 0.9
M-30 1
M-35 1.1
M-40 1.2
M-45 1.3
Development Length in tension Grade of concrete
Plain M.S. Bars tbd (N / mm2) kd = Ld F
H.Y.S.D. Bars tbd (N / mm2) kd = Ld F
M 15
0.6
58
0.96
60
M 20
0.8
44
1.28
45
M 25
0.9
39
1.44
40
M 30
1
35
1.6
36
M 35
1.1
32
1.76
33
M 40
1.2
29
1.92
30
M 45
1.3
27
2.08
28
M 50
1.4
25
2.24
26
Permissible stress in concrete (IS : 456-2000) Grade of concrete M M M M M M M M M
10 15 20 25 30 35 40 45 50
Permission stress in compression (N/mm2) Permissible stress in bond (Average) for 2 Bending acbc plain bars in tention (N/mm ) Direct (acc) (N/mm2) 3.0 5.0 7.0 8.5 10.0 11.5 13.0 14.5 16.0
Kg/m2 300 500 700 850 1000 1150 1300 1450 1600
(N/mm2) 2.5 4.0 5.0 6.0 8.0 9.0 10.0 11.0 12.0
Kg/m2 250 400 500 600 800 900 1000 1100 1200
in kg/m2 -60 80 90 100 110 120 130 140
(N/mm2) -0.6 0.8 0.9 1.0 1.1 1.2 1.3 1.4
Permissible direct tensile stress in concrete (IS : 456-2000) Grade of concrete
sct.max
M-10 1.2
M-15 2.0
M-20 2.8
M-25 3.2
M-30 3.6
M-35 4.0
M-40 4.4
6-2000) M-50 1.4
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