circular water tank (flexible joint)

Name of work :- pkn1 Tank capacity 400 K ltr 400000 ltr

2 Depth of water 4.00 mtr 4000 mm

3 Free board 0.20 m 200 mm

4 Conrete M 20 unit weight 25000

7 m 13.3

5 Steel fy 415 Tensile stress 230

6 Nominal Cover 25 mm Effective Cover 30 mm

7 Reinforcement Hoops Ring 20 150 mm c/c

Vertivcal 10 160 mm c/c

FloorMain 8 200 mm c/c

Distribution 8 200 mm c/c

00 mm c/c

DESIGN OF CIRCULAR WATER TANK(Flaxible joint)

N/m3

scbc N/mm2

N/mm2

mm F

mm F

mm F

mm F

mm f Ring

[email protected]

mailto:[email protected]

#REF! m

0 #REF! m0 mm c/c

00 mm c/c #REF! m

00 0 mm c/c0 mm c/c #REF! m 0

Strip painting 0 mm c/cJoint sealing compound

0

mm f Ring

mm f Ring

mm f Ringmm f Ring

mm f Ring

#REF!

0

DESIGN OF CIRCULAR WATER TANK(Flaxible joint)Name of work :- pkn#REF! 400 ### 400000 mm#REF! 4.00 m 4000 mm#REF! 0.20 ### 200 mm

#REF! M 20

#REF! fy 415 Tensile stess = 230

7 ### = 13.3Nominal cover 25 mm Effective cover = 30 mm

### Design Constants:- For HYSD Bars Cocrete M = 20

= 230 wt. of concrete = 25000

= 7 m = 13.3m*c

=13.3 x 7

= 0.28813.3 x 7 + 230

= 1 - 0.288 / 3 = 0.904

= 0.5 x 7 x 0.904 x 0.288 = 0.9116

Solution:- Dimention of tank:- Effective depth of tank = 4.00 - 0.20 = 3.80 m

If D is the inside diameter of tank, we have = x 3.80 =400000 x 1000

4 1000 x 1000

Ö 400 x 4= 11.57 m say = 11.60 m

3.143 x 3.80

Provide a diameter of = 11.60 m

### Design of setion :- Take w = 9800

Maximum hoop tension = wH D

= 9800 x 4.00 x11.60

= 227360 N/metre height of base2 2

= 115

=227360

= 1977115

using ### mm bars A = =3.14 x 20 x 20

= 3144 x100 4 x 100Spacing of hoop Bars = 1000 x 314 / 1977 = 159 say = 150 mm

Hence Provided 20 150 mm c/c

having, Ast =1000 x 314

= 2093150

If T is thicness of wall, we have, =wHD/2

1000 T+(m-1)Ash stress of concrete 1.2T = thickness of wall in mm m = modular ratio = 13.3 for m - 20 concrete

1.2 =227360

= 164 mm1000 T+( 13.3 - 1 )x 2093

Thickness of wall from empirical formula = 3H+5 = 3 x 4.00 + 5 = 17 cm 170 mmHence 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.

=0.3

x 1000 x 170 = 510100

N/mm2 N/mm2

scbc N/mm2

sst N/mm2 N/mm2

scbc N/mm2

k= m*c+sstj=1-k/3

R=1/2xc x j x k

Õ x D2

\ from which D

N/m2

Using ss N/mm2

Area of hoop steel at base is Ash mm2 / m height

3.14xdia2

mm2

mm F bar, @

mm2

sctwhere sct= permissible direct tensile

N/mm2

\ T =

Ash mm2

Spacing of hoop Bars = 1000 x 314 / 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

top, the area of hoops is given by Ash =w.h.D/2

=9800 x 2 x 5.80

= 989115

Spacing of hoop Bars = 1000 x 314 / 989 = 317 say = 300 mm

### Vertical reinforcement :-Distribution and temprecture reinforcement is provided in vertical direction,

and area is = 0.30 ,- 0.10 x170 - 100

= 0.280 %450 - 100

=0.280

x 170 x 1000 = 476100

using ### mm bars A = =3.14 x 10 x 10


Hence Provided ### 160

### Design of tank floor.:-Since the tank floor is resting on ground throughout , provide a minimum thickness of 150 mm

=0.30

x 150 x 1000 = 450100

Provide half the reinfocement near each face, Ast = 225

using 8 mm bars A = =3.14 x 8 x 8


However provide 8 200 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.

### Detail of reinforcement :-The detail shown in drawing.

[email protected]

mm2

ss

Asd mm2

3.14xdia2

mm2

mm F bar, @ mm c/c. This wil also serve the purpose of tieing the hoop reinforcement.

Minimum Ast mm2 in each direction

mm2

3.14xdia2

mm2

mm f bars @


[email protected]


#REF!

#REF! #REF!

170 11600 170

#REF!#REF! mm c/c #REF! m

#REF! #REF! m#REF! mm c/c

4000#REF!#REF! mm c/c #REF! m

#REF!#REF! #REF! mm c/c#REF! mm c/c #REF! m #REF!

Strip painting #REF! mm c/cJoint sealing compound

#REF!#REF!

mm f Ring

mm f Ring

mm f Ring

mm f Ringmm f Ring

mm f Ring

[email protected]


VALUES OF DESIGN CONSTANTSGrade of concrete M-15 M-20 M-25 M-30 M-35 M-40 Grade of concrete

Modular Ratio 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

0.4 0.4 0.4 0.4 0.4 0.4

0.867 0.867 0.867 0.867 0.867 0.867

0.867 1.214 1.474 1.734 1.994 2.254

0.714 1 1.214 1.429 1.643 1.857

0.329 0.329 0.329 0.329 0.329 0.329

0.89 0.89 0.89 0.89 0.89 0.89

0.732 1.025 1.244 1.464 1.684 1.903

0.433 0.606 0.736 0.866 0.997 1.127

0.289 0.289 0.289 0.289 0.289 0.289

0.904 0.904 0.904 0.904 0.904 0.904

0.653 0.914 1.11 1.306 1.502 1.698

0.314 0.44 0.534 0.628 0.722 0.816

0.253 0.253 0.253 0.253 0.253 0.253

0.916 0.916 0.916 0.914 0.916 0.916

0.579 0.811 0.985 1.159 1.332 1.506

0.23 0.322 0.391 0.46 0.53 0.599

bd M-15 M-20 M-25 M-30 M-35 M-40

0.18 0.18 0.19 0.2 0.2 0.2

0.25 0.22 0.22 0.23 0.23 0.23 0.230.50 0.29 0.30 0.31 0.31 0.31 0.320.75 0.34 0.35 0.36 0.37 0.37 0.381.00 0.37 0.39 0.40 0.41 0.42 0.421.25 0.40 0.42 0.44 0.45 0.45 0.461.50 0.42 0.45 0.46 0.48 0.49 0.491.75 0.44 0.47 0.49 0.50 0.52 0.522.00 0.44 0.49 0.51 0.53 0.54 0.552.25 0.44 0.51 0.53 0.55 0.56 0.572.50 0.44 0.51 0.55 0.57 0.58 0.602.75 0.44 0.51 0.56 0.58 0.60 0.62

3.00 and above 0.44 0.51 0.57 0.6 0.62 0.63

Grade of concrete M-15 M-20 M-25 M-30 M-35 M-40

1.6 1.8 1.9 2.2 2.3 2.5

Reiforcement %

tbd (N / mm2)

scbc N/mm2

m scbc

(a) sst = 140

N/mm2 (Fe 250)

kc

jc

Rc

Pc (%)

(b) sst = 190

N/mm2

kc

jc

Rc

Pc (%)

(c ) sst = 230

N/mm2 (Fe 415)

kc

jc

Rc

Pc (%)

(d) sst = 275

N/mm2 (Fe 500)

kc

jc

Rc

Pc (%)

Permissible shear stress Table tv in concrete (IS : 456-2000)

100A s Permissible shear stress in concrete tv N/mm2

< 0.15

Maximum shear stress tc.max in concrete (IS : 456-2000)

tc.max

Shear stress tc

M-20 M-20bd bd

0.15 0.18 0.18 0.150.16 0.18 0.19 0.180.17 0.18 0.2 0.210.18 0.19 0.21 0.240.19 0.19 0.22 0.270.2 0.19 0.23 0.3

0.21 0.2 0.24 0.320.22 0.2 0.25 0.350.23 0.2 0.26 0.380.24 0.21 0.27 0.410.25 0.21 0.28 0.440.26 0.21 0.29 0.470.27 0.22 0.30 0.50.28 0.22 0.31 0.550.29 0.22 0.32 0.60.3 0.23 0.33 0.65

0.31 0.23 0.34 0.70.32 0.24 0.35 0.750.33 0.24 0.36 0.820.34 0.24 0.37 0.880.35 0.25 0.38 0.940.36 0.25 0.39 1.000.37 0.25 0.4 1.080.38 0.26 0.41 1.160.39 0.26 0.42 1.250.4 0.26 0.43 1.33

0.41 0.27 0.44 1.410.42 0.27 0.45 1.500.43 0.27 0.46 1.630.44 0.28 0.46 1.640.45 0.28 0.47 1.750.46 0.28 0.48 1.880.47 0.29 0.49 2.000.48 0.29 0.50 2.130.49 0.29 0.51 2.250.5 0.30

0.51 0.300.52 0.300.53 0.300.54 0.300.55 0.310.56 0.310.57 0.310.58 0.310.59 0.310.6 0.32

0.61 0.320.62 0.320.63 0.320.64 0.320.65 0.330.66 0.33

100A s 100A s

0.67 0.330.68 0.330.69 0.330.7 0.34

0.71 0.340.72 0.340.73 0.340.74 0.340.75 0.350.76 0.350.77 0.350.78 0.350.79 0.350.8 0.35

0.81 0.350.82 0.360.83 0.360.84 0.360.85 0.360.86 0.360.87 0.360.88 0.370.89 0.370.9 0.37

0.91 0.370.92 0.370.93 0.370.94 0.380.95 0.380.96 0.380.97 0.380.98 0.380.99 0.381.00 0.391.01 0.391.02 0.391.03 0.391.04 0.391.05 0.391.06 0.391.07 0.391.08 0.41.09 0.41.10 0.41.11 0.41.12 0.41.13 0.41.14 0.41.15 0.41.16 0.411.17 0.411.18 0.411.19 0.411.20 0.41

1.21 0.411.22 0.411.23 0.411.24 0.411.25 0.421.26 0.421.27 0.421.28 0.421.29 0.421.30 0.421.31 0.421.32 0.421.33 0.431.34 0.431.35 0.431.36 0.431.37 0.431.38 0.431.39 0.431.40 0.431.41 0.441.42 0.441.43 0.441.44 0.441.45 0.441.46 0.441.47 0.441.48 0.441.49 0.441.50 0.451.51 0.451.52 0.451.53 0.451.54 0.451.55 0.451.56 0.451.57 0.451.58 0.451.59 0.451.60 0.451.61 0.451.62 0.451.63 0.461.64 0.461.65 0.461.66 0.461.67 0.461.68 0.461.69 0.461.70 0.461.71 0.461.72 0.461.73 0.461.74 0.46

1.75 0.471.76 0.471.77 0.471.78 0.471.79 0.471.80 0.471.81 0.471.82 0.471.83 0.471.84 0.471.85 0.471.86 0.471.87 0.471.88 0.481.89 0.481.90 0.481.91 0.481.92 0.481.93 0.481.94 0.481.95 0.481.96 0.481.97 0.481.98 0.481.99 0.482.00 0.492.01 0.492.02 0.492.03 0.492.04 0.492.05 0.492.06 0.492.07 0.492.08 0.492.09 0.492.10 0.492.11 0.492.12 0.492.13 0.502.14 0.502.15 0.502.16 0.502.17 0.502.18 0.502.19 0.502.20 0.502.21 0.502.22 0.502.23 0.502.24 0.502.25 0.512.26 0.512.27 0.512.28 0.51

2.29 0.512.30 0.512.31 0.512.32 0.512.33 0.512.34 0.512.35 0.512.36 0.512.37 0.512.38 0.512.39 0.512.40 0.512.41 0.512.42 0.512.43 0.512.44 0.512.45 0.512.46 0.512.47 0.512.48 0.512.49 0.512.50 0.512.51 0.512.52 0.512.53 0.512.54 0.512.55 0.512.56 0.512.57 0.512.58 0.512.59 0.512.60 0.512.61 0.512.62 0.512.63 0.512.64 0.512.65 0.512.66 0.512.67 0.512.68 0.512.69 0.512.70 0.512.71 0.512.72 0.512.73 0.512.74 0.512.75 0.512.76 0.512.77 0.512.78 0.512.79 0.512.80 0.512.81 0.512.82 0.51

2.83 0.512.84 0.512.85 0.512.86 0.512.87 0.512.88 0.512.89 0.512.90 0.512.91 0.512.92 0.512.93 0.512.94 0.512.95 0.512.96 0.512.97 0.512.98 0.512.99 0.513.00 0.513.01 0.513.02 0.513.03 0.513.04 0.513.05 0.513.06 0.513.07 0.513.08 0.513.09 0.513.10 0.513.11 0.513.12 0.513.13 0.513.14 0.513.15 0.51

Grade of concreteM-10 M-15 M-20 M-25 M-30 M-35 M-40 M-45

-- 0.6 0.8 0.9 1 1.1 1.2 1.3

Development Length in tension

Plain M.S. Bars H.Y.S.D. Bars

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

(N/mm2) (N/mm2) (N/mm2)M 10 3.0 300 2.5 250 -- --M 15 5.0 500 4.0 400 0.6 60M 20 7.0 700 5.0 500 0.8 80M 25 8.5 850 6.0 600 0.9 90M 30 10.0 1000 8.0 800 1.0 100M 35 11.5 1150 9.0 900 1.1 110M 40 13.0 1300 10.0 1000 1.2 120M 45 14.5 1450 11.0 1100 1.3 130M 50 16.0 1600 12.0 1200 1.4 140

Permissible Bond stress Table tbd in concrete (IS : 456-2000)

tbd (N / mm2)

Grade of concrete tbd (N / mm2) kd = Ld F tbd (N / mm2) kd = Ld F

Permissible stress in concrete (IS : 456-2000)

Grade of concrete

Permission stress in compression (N/mm2) Permissible stress in bond (Average) for plain bars in tention (N/mm2)Bending acbc Direct (acc)

Kg/m2 Kg/m2 in kg/m2

M-50

1.4M

od

ifica

tion

fa

cto

re

2.0

1.4

1.2

0.8

0.4

0.0 0.4 0.8 1.2

Percentage of tension reinforcement

in concrete (IS : 456-2000)

1.6 2 2.4 2.8

VALUES OF DESIGN CONSTANTSGrade of concrete M-15 M-20 M-25 M-30 M-35 M-40 Grade of concrete

Modular Ratio 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

0.4 0.4 0.4 0.4 0.4 0.4Development Length in tension

0.867 0.867 0.867 0.867 0.867 0.867

0.867 1.214 1.474 1.734 1.994 2.254

0.714 1 1.214 1.429 1.643 1.857

0.329 0.329 0.329 0.329 0.329 0.329 M 15

0.89 0.89 0.89 0.89 0.89 0.89 M 20

0.732 1.025 1.244 1.464 1.684 1.903 M 25

0.433 0.606 0.736 0.866 0.997 1.127 M 30

0.289 0.289 0.289 0.289 0.289 0.289 M 35

0.904 0.904 0.904 0.904 0.904 0.904 M 40

0.653 0.914 1.11 1.306 1.502 1.698 M 45

0.314 0.44 0.534 0.628 0.722 0.816 M 50

0.253 0.253 0.253 0.253 0.253 0.253

0.916 0.916 0.916 0.914 0.916 0.916

0.579 0.811 0.985 1.159 1.332 1.506

0.23 0.322 0.391 0.46 0.53 0.599

bd M-15 M-20 M-25 M-30 M-35 M-40

0.18 0.18 0.19 0.2 0.2 0.2

0.25 0.22 0.22 0.23 0.23 0.23 0.230.50 0.29 0.30 0.31 0.31 0.31 0.32 M 100.75 0.34 0.35 0.36 0.37 0.37 0.38 M 151.00 0.37 0.39 0.40 0.41 0.42 0.42 M 201.25 0.40 0.42 0.44 0.45 0.45 0.46 M 251.50 0.42 0.45 0.46 0.48 0.49 0.49 M 301.75 0.44 0.47 0.49 0.50 0.52 0.52 M 352.00 0.44 0.49 0.51 0.53 0.54 0.55 M 402.25 0.44 0.51 0.53 0.55 0.56 0.57 M 452.50 0.44 0.51 0.55 0.57 0.58 0.60 M 502.75 0.44 0.51 0.56 0.58 0.60 0.62

3.00 and above 0.44 0.51 0.57 0.6 0.62 0.63

Grade of concrete M-15 M-20 M-25 M-30 M-35 M-40 Grade of concrete

1.6 1.8 1.9 2.2 2.3 2.5

Reiforcement %


tbd (N / mm2)

scbc N/mm2

m scbc

(a) sst = 140

N/mm2 (Fe 250)

kc

jc

Rc Grade of concretePc (%)

(b) sst = 190

N/mm2

kc

jc

Rc

Pc (%)

(c ) sst = 230

N/mm2 (Fe 415)

kc

jc

Rc

Pc (%)

(d) sst = 275

N/mm2 (Fe 500)

kc

jc

Rc

Pc (%)

Permissible shear stress Table tv in concrete (IS : 456-2000)

100A s Permissible shear stress in concrete tv N/mm2

Grade of concrete

< 0.15

Maximum shear stress tc.max in concrete (IS : 456-2000)Permissible direct tensile stress in concrete (IS : 456-2000)

tc.max sct.max

Shear stress tc

M-20 M-20bd bd

0.15 0.18 0.18 0.150.16 0.18 0.19 0.180.17 0.18 0.2 0.210.18 0.19 0.21 0.240.19 0.19 0.22 0.270.2 0.19 0.23 0.3

0.21 0.2 0.24 0.320.22 0.2 0.25 0.350.23 0.2 0.26 0.380.24 0.21 0.27 0.410.25 0.21 0.28 0.440.26 0.21 0.29 0.470.27 0.22 0.30 0.50.28 0.22 0.31 0.550.29 0.22 0.32 0.60.3 0.23 0.33 0.65

0.31 0.23 0.34 0.70.32 0.24 0.35 0.750.33 0.24 0.36 0.820.34 0.24 0.37 0.880.35 0.25 0.38 0.940.36 0.25 0.39 1.000.37 0.25 0.4 1.080.38 0.26 0.41 1.160.39 0.26 0.42 1.250.4 0.26 0.43 1.33

0.41 0.27 0.44 1.410.42 0.27 0.45 1.500.43 0.27 0.46 1.630.44 0.28 0.46 1.640.45 0.28 0.47 1.750.46 0.28 0.48 1.880.47 0.29 0.49 2.000.48 0.29 0.50 2.130.49 0.29 0.51 2.250.5 0.30

0.51 0.300.52 0.300.53 0.300.54 0.300.55 0.310.56 0.310.57 0.310.58 0.310.59 0.310.6 0.32

0.61 0.320.62 0.320.63 0.320.64 0.320.65 0.330.66 0.33

100A s 100A s

0.67 0.330.68 0.330.69 0.330.7 0.34

0.71 0.340.72 0.340.73 0.340.74 0.340.75 0.350.76 0.350.77 0.350.78 0.350.79 0.350.8 0.35

0.81 0.350.82 0.360.83 0.360.84 0.360.85 0.360.86 0.360.87 0.360.88 0.370.89 0.370.9 0.37

0.91 0.370.92 0.370.93 0.370.94 0.380.95 0.380.96 0.380.97 0.380.98 0.380.99 0.381.00 0.391.01 0.391.02 0.391.03 0.391.04 0.391.05 0.391.06 0.391.07 0.391.08 0.41.09 0.41.10 0.41.11 0.41.12 0.41.13 0.41.14 0.41.15 0.41.16 0.411.17 0.411.18 0.411.19 0.411.20 0.41

1.21 0.411.22 0.411.23 0.411.24 0.411.25 0.421.26 0.421.27 0.421.28 0.421.29 0.421.30 0.421.31 0.421.32 0.421.33 0.431.34 0.431.35 0.431.36 0.431.37 0.431.38 0.431.39 0.431.40 0.431.41 0.441.42 0.441.43 0.441.44 0.441.45 0.441.46 0.441.47 0.441.48 0.441.49 0.441.50 0.451.51 0.451.52 0.451.53 0.451.54 0.451.55 0.451.56 0.451.57 0.451.58 0.451.59 0.451.60 0.451.61 0.451.62 0.451.63 0.461.64 0.461.65 0.461.66 0.461.67 0.461.68 0.461.69 0.461.70 0.461.71 0.461.72 0.461.73 0.461.74 0.46

1.75 0.471.76 0.471.77 0.471.78 0.471.79 0.471.80 0.471.81 0.471.82 0.471.83 0.471.84 0.471.85 0.471.86 0.471.87 0.471.88 0.481.89 0.481.90 0.481.91 0.481.92 0.481.93 0.481.94 0.481.95 0.481.96 0.481.97 0.481.98 0.481.99 0.482.00 0.492.01 0.492.02 0.492.03 0.492.04 0.492.05 0.492.06 0.492.07 0.492.08 0.492.09 0.492.10 0.492.11 0.492.12 0.492.13 0.502.14 0.502.15 0.502.16 0.502.17 0.502.18 0.502.19 0.502.20 0.502.21 0.502.22 0.502.23 0.502.24 0.502.25 0.512.26 0.512.27 0.512.28 0.51

2.29 0.512.30 0.512.31 0.512.32 0.512.33 0.512.34 0.512.35 0.512.36 0.512.37 0.512.38 0.512.39 0.512.40 0.512.41 0.512.42 0.512.43 0.512.44 0.512.45 0.512.46 0.512.47 0.512.48 0.512.49 0.512.50 0.512.51 0.512.52 0.512.53 0.512.54 0.512.55 0.512.56 0.512.57 0.512.58 0.512.59 0.512.60 0.512.61 0.512.62 0.512.63 0.512.64 0.512.65 0.512.66 0.512.67 0.512.68 0.512.69 0.512.70 0.512.71 0.512.72 0.512.73 0.512.74 0.512.75 0.512.76 0.512.77 0.512.78 0.512.79 0.512.80 0.512.81 0.512.82 0.51

2.83 0.512.84 0.512.85 0.512.86 0.512.87 0.512.88 0.512.89 0.512.90 0.512.91 0.512.92 0.512.93 0.512.94 0.512.95 0.512.96 0.512.97 0.512.98 0.512.99 0.513.00 0.513.01 0.513.02 0.513.03 0.513.04 0.513.05 0.513.06 0.513.07 0.513.08 0.513.09 0.513.10 0.513.11 0.513.12 0.513.13 0.513.14 0.513.15 0.51

M-10 M-15 M-20 M-25 M-30 M-35 M-40 M-45 M-50

-- 0.6 0.8 0.9 1 1.1 1.2 1.3 1.4

Development Length in tension

Plain M.S. Bars H.Y.S.D. Bars

0.6 58 0.96 60

0.8 44 1.28 45

0.9 39 1.44 40

1 35 1.6 36

1.1 32 1.76 33

1.2 29 1.92 30

1.3 27 2.08 28

1.4 25 2.24 26

(N/mm2) (N/mm2) (N/mm2)3.0 300 2.5 250 -- --5.0 500 4.0 400 0.6 607.0 700 5.0 500 0.8 808.5 850 6.0 600 0.9 90

10.0 1000 8.0 800 1.0 10011.5 1150 9.0 900 1.1 11013.0 1300 10.0 1000 1.2 12014.5 1450 11.0 1100 1.3 13016.0 1600 12.0 1200 1.4 140

Grade of concrete M-10 M-15 M-20 M-25 M-30 M-35 M-40

1.2 2.0 2.8 3.2 3.6 4.0 4.4


tbd (N / mm2) kd = Ld F tbd (N / mm2) kd = Ld F

Permissible stress in concrete (IS : 456-2000)Permission stress in compression (N/mm2) Permissible stress in bond (Average) for

plain bars in tention (N/mm2)Bending acbc Direct (acc)

Kg/m2 Kg/m2 in kg/m2

Permissible direct tensile stress in concrete (IS : 456-2000)

sct.max

circular water tank (flexible joint)

Documents