Nameof work:-

1 Tank capacity 154 K ltr 154000 ltr

2 Depth of water 4.30 mtr 4300 mm

3 Free board 0.30 m 300 mm

4 Conrete M 20 unit weight 250007 m 13.3

5 Steel fy 415 Tensile stress 115

6 Nominal Cover 35 mm Effective Cover 40 mm

7 Reinforcement Vertivcal 12 110 mm c/cHoops Ring

upto 25% height 12 260 mm c/c

upto 50% height 12 310 mm c/c

upto 75% height 12 350 mm c/c

upto 100% height 12 420 mm c/c

8 200 mm c/c

179 7000 179

12 100%420 mm c/c 1.08 m

12220 mm c/c

75%12 1.08 m

350 mm c/c

4300

12 50%310 mm c/c 0.65 m

12110 mm c/c 8

200 mm c/c12 1.50 m 8

260 mm c/c 200 mm c/c

179

75

DESIGN OF CIRCULAR WATER TANK (Rigid joint)

N/m3cbc N/mm2

N/mm2

mm

mm

mm

mm

mm

Floor (both direction) mm

mm Ring

mmBars

mm Ring

mm Ring

mm Barsmm Ring

mm Ring mm Ring

DESIGN OF CIRCULAR WATER TANK (Rigid joint)Nameof work:- 0Tank capacity 154 K ltr 154000 mmDepth of water 4.30 m 4300 mmFree board 0.30 m 300 mmConrete M 20Steel fy 415 Tensile stess = 115

7 m = 13.3Nominal cover 35 mm Effective cover = 40 mm

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

115 wt. of concrete = 25000

7 m 13.3m*c

=13.3 x 7

= 0.44713.3 x 7 + 115 1 - 0.447 / 3 = 0.851 0.5 x 7 x 0.851 x 0.447 = 1.332

2 Dimention of tank:- Effective depth of tank = 4.30 - 0.30 = 4.00 m

If D is the inside diameter of tank, we have = x 4.00 =154000 x 1000

4 1000 x 1000

154 x 4 = 7.00 m say = 7.00 m x 4.00Provide a diameter of = 7.00 m

3 Determination of bending moment and hoop tension:-

Thickness of wall from empirical formula = 3H+5 = 3 x 4.30 + 5 = 17.9 cm 179 mm= 4.30 x 4.30 = 15 h = H/3 = 4.30 / 3 = 1.433 m

DT 7.00 x 0.179The height above base, upto which cantilever action will be there is given by H/3 or 1 m which ever is heigher

Maximum ring tension at this level, per meter height = w (H-h) D where w = 98002

pressure at h/3 = 9800 x ( 4.30 - 1.4333 )x 7.00 = 98326.7 N2Maximum prerssure at bottom = wH = 9800 x 4.30 = 42140 N

Mf = 1 x 42140 x 1.433 x 1.433 = 14429 N-m/m2 3

4 Design of setion for cantilever action:-if d is the effective thickness of tank wall,

D = Mf = 14429 x 1000 = 104.00 mm1000 R 1000 x 1.33= 104 + 35 = 139 = say 140 mm

However, provide a minimum thickness equal to the greater of following;(I) 150mm (II) 30H+ 50 = 30 x 4.30 + 50 = 179 Hence provide T= 179 mm

Providing 35 mm cover to the center of reinforcement, availble d = 144 mm

Area of steel for cantilever bending is given by=Mf = 14429 x 1000 = 1024115 x 0.851 x 144

using 12 mm bars A = = 3.14 x 12 x 12 = 1134 x100 4 x 100Spacing of hoop Bars = 1000 x 113 / 1024 = 110 say = 110 mm

Hence Provided 12 110 mm c/c upto height of 1.50 m from baseAbove this height, curtail half bars and continue the other half upto top. Let us test this for devlopment length

N/mm2 N/mm2cbc N/mm2

st N/mm2 N/mm2cbc N/mm2

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

R=1/2xc x j x k

x D2

from which D

H2

N/m2

maximum cantilever B.M. =

Total thickness =d +cover

Ast = mm2st . J .d3.14xdia2 mm2

mm bar, @

pk_nandwana@yahoo.co.in

Ld = = 12 x 115 = 431 mm say 0.43 m4. tbd 4 x 0.8Hence half bars may be curtailed at 1.50 m height above the base. These vertical bars are to be

provided inner face . Keep a clear cover of = 25 mm

5 Design of section for hoops action;Maximum hoops tension 98327 N at 1.43 m above the base

98327 / 115 = 855Let us provide rings atboth faseHence of area of ring in each face= 427.5

using 12 mm bars A = = 3.14 x 12 x 12 = 1134 x100 4 x 100Spacing of hoop Bars = 1000 x 113 / 428 = 264 say = 260 mm

Hence Provided 12 260 mm c/c upto height of 1.50 m from baseand above this, the spacing may be increased

Actual , Ast = 2 x 1000 x 113 = 870260= 98327 = 0.363 < 1.21000 x 260 +( 13.3 - 1 )x 870

Hoop tension at 2.15 m below top = 9800 x 2.15 x 7.00 / 2.00 = 73745 N73745 / 115 = 641

Let us provide rings atboth faseHence of area of ring in each face= 321

using 12 mm bars A = = 3.14 x 12 x 12 = 1134 x100 4 x 100Spacing of hoop Bars = 1000 x 113 / 321 = 352 say = 350 mm

Hence Provided 12 350 mm c/c upto height of 2.15 m from base

At the top, minimum Ash = 0.3 x 1000 x 179 = 537 / 2 = 268.5100Spacing of hoop Bars = 1000 x 113 / 269 = 421 say = 420 mm c/c

6 Distribution reinforcement:-

Percentage area of distribution reinforcement is 0.30 - 0.10 x 179 - 100 = 0.277 %450 - 100

= 0.277 x 1000 x 179 = 496.6 area of steel in each face = 248100However , no additional reinforcement will be provided at inner face since the vertical steel for cantilever action will serve this purpose. Hence provided Ast= 248.3

using 8 mm bars A = = 3.14 x 8 x 8 = 504 x100 4 x 100Spacing of hoop Bars = 1000 x 50 / 248 = 202 say = 200 mm

Hence Provided these 8 200 mm c/c

7 Provision for haunches:-It is customary to provide150 mmx150mm haunchesat the junction of wall and base.

200 mm c/c may be provided.

8 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 = 450100Provide half the reinfocement near each face, Ast = 225

using 8 mm bars A = = 3.14 x 8 x 8 = 504 x100 4 x 100Spacing of hoop Bars = 1000 x 50 / 225 = 223 say = 200 mm

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.

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

st

area of ring, Ash = mm2

mm2

3.14xdia2 mm2

mm bar, @

mm2

ct N/mm2

area of ring, Ash = mm2

mm2

3.14xdia2 mm2

mm bar, @

mm2

Ash mm2

mm2 in vertical direction at the outer face.3.14xdia2 mm2

mm bar, @

A haunches reinforcement of 8 mm @

Minimum Ast mm2 in each direction

mm2

3.14xdia2 mm2

mm bars @

DESIGN OF CIRCULAR WATER TANK (Rigid joint)Nameof work:- 0

179 7000 179100%

12420 mm c/c 1.08 m

12220 mm c/c 75%

12 1.08 m350 mm c/c

50% 4300

12310 mm c/c 0.65 m

12110 mm c/c 8

200 mm c/c12 1.50 m 8

260 mm c/c 200 mm c/c

150

75

mm Ring

mmBars

mm Ring

mm Ring

mm Barsmm Ring

mm Ring mm Ring

pk_nandwana@yahoo.co.in

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 7.185 7 8.5 10 11.5 13

93.33 93.33 93.33 93.33 93.33 93.330.4 0.4 0.4 0.4 0.4 0.4

Development Length in tension0.867 0.867 0.867 0.867 0.867 0.8670.867 1.214 1.474 1.734 1.994 2.2540.714 1 1.214 1.429 1.643 1.8570.329 0.329 0.329 0.329 0.329 0.329 M 150.89 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 250.433 0.606 0.736 0.866 0.997 1.127 M 300.289 0.289 0.289 0.289 0.289 0.289 M 350.904 0.904 0.904 0.904 0.904 0.904 M 400.653 0.914 1.11 1.306 1.502 1.698 M 450.314 0.44 0.534 0.628 0.722 0.816 M 500.253 0.253 0.253 0.253 0.253 0.2530.916 0.916 0.916 0.914 0.916 0.9160.579 0.811 0.985 1.159 1.332 1.5060.23 0.322 0.391 0.46 0.53 0.599

bd M-15 M-20 M-25 M-30 M-35 M-400.18 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-401.6 1.8 1.9 2.2 2.3 2.5

bd (N / mm2

cbc N/mm2

m cbc

(a) st = 140

N/mm2 (Fe 250)

kcjcRc Grade of

concretePc (%)

(b) st = 190

N/mm2

kcjcRc

Pc (%)

(c ) st = 230

N/mm2 (Fe 415)

kcjcRc

Pc (%)

(d) st = 275

N/mm2 (Fe 500)

kcjcRc

Pc (%)

Permissible shear stress Table v in concrete (IS : 456-2000)100A s Permissible shear stress in concrete tv N/mm2 Permissible stress in concrete (IS : 456-2000)

Grade of concrete< 0.15

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

c.max

Reiforcement %

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 0.31

Shear stress tc100A s 100A s

0.6 0.320.61 0.320.62 0.320.63 0.320.64 0.320.65 0.330.66 0.330.67 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 0.4

1.10 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 0.411.21 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 0.45

1.60 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 0.461.75 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 0.49

2.10 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 0.512.29 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 0.51

2.60 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 0.512.83 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 0.51

3.10 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 0.96 600.8 44 1.28 450.9 39 1.44 401 35 1.6 36

1.1 32 1.76 331.2 29 1.92 30

Mod

ifica

tion

fact

ore

2.01.3 27 2.08 281.4 25 2.24 26

1.4

1.2

0.8

0.4

0.0(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

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

bd (N / mm2) kd = Ld bd (N / mm2) kd = Ld

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 cbc Direct (cc)Kg/m2 Kg/m2 in kg/m2

0.4 0.8 1.2 1.6 2Percentage of tension reinforcement

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 7.185 7 8.5 10 11.5 13

93.33 93.33 93.33 93.33 93.33 93.330.4 0.4 0.4 0.4 0.4 0.4

Development Length in tension0.867 0.867 0.867 0.867 0.867 0.8670.867 1.214 1.474 1.734 1.994 2.2540.714 1 1.214 1.429 1.643 1.8570.329 0.329 0.329 0.329 0.329 0.329 M 150.89 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 250.433 0.606 0.736 0.866 0.997 1.127 M 300.289 0.289 0.289 0.289 0.289 0.289 M 350.904 0.904 0.904 0.904 0.904 0.904 M 400.653 0.914 1.11 1.306 1.502 1.698 M 450.314 0.44 0.534 0.628 0.722 0.816 M 500.253 0.253 0.253 0.253 0.253 0.2530.916 0.916 0.916 0.914 0.916 0.9160.579 0.811 0.985 1.159 1.332 1.5060.23 0.322 0.391 0.46 0.53 0.599

bd M-15 M-20 M-25 M-30 M-35 M-400.18 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 concrete1.6 1.8 1.9 2.2 2.3 2.5

Reiforcement %

bd (N / mm2)cbc N/mm2

m cbc

(a) st = 140

N/mm2 (Fe 250)

kcjcRc Grade of

concretePc (%)

(b) st = 190

N/mm2

kcjcRc

Pc (%)

(c ) st = 230

N/mm2 (Fe 415)

kcjcRc

Pc (%)

(d) st = 275

N/mm2 (Fe 500)

kcjcRc

Pc (%)

Permissible shear stress Table v in concrete (IS : 456-2000)100A s Permissible shear stress in concrete tv N/mm2 Permissible stress in concrete (IS : 456-2000)

Grade of concrete< 0.15

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

c.max ct.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 0.96 600.8 44 1.28 450.9 39 1.44 401 35 1.6 36

1.1 32 1.76 331.2 29 1.92 301.3 27 2.08 281.4 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-401.2 2.0 2.8 3.2 3.6 4.0 4.4

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

bd (N / mm2) kd = Ld bd (N / mm2) kd = Ld

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 cbc Direct (cc)Kg/m2 Kg/m2 in kg/m2

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

ct.max

Data sheetDesignDrawingSheet1IS-Table