139885734 circular water tank rigid joint xls design

Nameof work:-

1 Tank capacity 2000 K ltr 2E+06 ltr

2 Depth of water 11.00 mtr 11000 mm

3 Free board 0.20 m 200 mm

4 Conrete M 30 unit weight 25000

10 m 9.333

5 Steel fy 500 Tensile stress 230

6 Nominal Cover 50 mm Effective Cover 30 mm

7 Reinforcement Vertivcal 12 40 mm c/cHoops Ring

upto 25% height 12 90 mm c/c




8 200 mm c/c

480 15400 480

12 100%150 mm c/c 2.75 m

1280 mm c/c

75%12 2.75 m

120 mm c/c

11000

12 50%110 mm c/c 1.80 m

1240 mm c/c 8

200 mm c/c12 3.70 m 890 mm c/c 200 mm c/c

480

75

DESIGN OF CIRCULAR WATER TANK (Rigid joint)

N/m3

scbc N/mm2

N/mm2

mm F

mm F

mm F

mm F

mm F

Floor (both direction) mm F

mm f Ring

mm f Bars

mm f Ring

mm f Ring

mm f Barsmm f Ring

mm f Ring mm f Ring

[email protected]

mailto:[email protected]

DESIGN OF CIRCULAR WATER TANK (Rigid joint)Nameof work:- 0Tank capacity 2000 K ltr 2000000 mmDepth of water 11.00 m 11000 mmFree board 0.20 m 200 mmConrete M 30

Steel fy 500 Tensile stess = 230

10 m = 9.333Nominal cover 50 mm Effective cover = 30 mm

### Design Constants:- For HYSD Bars Cocrete M = 30

= 230 wt. of concrete = 25000

= 10 m = 9.333m*c

=9.333 x 10

= 0.2899.333 x 10 + 230

= 1 - 0.289 / 3 = 0.904

= 0.5 x 10 x 0.904 x 0.289 = 1.304

### Dimention of tank:- Effective depth of tank = 11.00 - 0.20 = 10.80 m

If D is the inside diameter of tank, we have = x 10.80 =2000000 x 1000

4 1000 x 1000

Ö 2000 x 4= 15.35 m say = 15.40 m

3.143 x 10.80

Provide a diameter of = 15.40 m

### Determination of bending moment and hoop tension:-

Thickness of wall from empirical formula = 3H+5 = 3 x 11.00 + 5 = 38 cm 380 mm= 11.00 x 11.00

= 21 h = H/3 = 11.00 / 3 = 3.667 mDT 15.40 x 0.38

The 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 ( 11.00 - 3.667 )x15.40

= 553373 N2

Maximum prerssure at bottom = wH = 9800 x 11.00 = 107800 N

Mf =1

x ### x 3.667 x3.667

= 241552 N-m/m2 3

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

D = Ö Mf= Ö 241552 x 1000

= 430.00 mm1000 R 1000 x 1.30= 430 + 50 = 480 = say 480 mm

However, provide a minimum thickness equal to the greater of following;(I) 150mm (II) 30H+ 50 = 30 x 11.00 + 50 = 380 Hence provide T= 480 mm

Providing 50 mm cover to the center of reinforcement, availble d = 430 mm

Area of steel for cantilever bending is given by=Mf

=241552 x 1000

= 2702230 x 0.904 x 430

using ### mm bars A = =3.14 x 12 x 12

= 1134 x100 4 x 100Spacing of hoop Bars = 1000 x 113 / 2702 = 42 say = 40 mm

Hence Provided 12 40 mm c/c upto height of 3.70 m from base

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

H2

N/m2

\ maximum cantilever B.M. =

\ Total thickness =d +cover

Ast = mm2

sst . J .d

3.14xdia2

mm2

mm F bar, @

Above this height, curtail half bars and continue the other half upto top. Let us test this for devlopment length

Ld = =12 x 230

= 863 mm say 0.86 m4. tbd 4 x 0.8

Hence half bars may be curtailed at 3.70 m height above the base. These vertical bars are to be provided inner face . Keep a clear cover of = 25 mm

### Design of section for hoops action;Maximum hoops tension 553373 N at 3.67 m above the base

553373 / 230 = 2406Let us provide rings atboth faseHence of area of ring in each face= 1203

using ### mm bars A = =3.14 x 12 x 12


Hence Provided ### 90 mm c/c upto height of 3.70 m from baseand above this, the spacing may be increased

Actual , Ast = 2 x1000 x 113

= 251290

=553373

= 4.988 > 1.21000 x 90 +( 9.333 - 1 )x 2512

Hoop tension at 5.50 m below top = 9800 x 5.50 x 15.40 / 2.00 = 415030 N

415030 / 230 = 1804Let us provide rings atboth faseHence of area of ring in each face= 902

using ### mm bars A = =3.14 x 12 x 12


Hence Provided ### 120 mm c/c upto height of 5.50 m from base

At the top, minimum Ash =0.3

x 1000 x 480 = 1440 / 2 = 720100

Spacing of hoop Bars = 1000 x 113 / 720 = 157 say = 150 mm c/c

### Distribution reinforcement:-

Percentage area of distribution reinforcement is 0.30 - 0.10 x480 - 100

= 0.191 %450 - 100

=0.191

x 1000 x 480 = 919 area of steel in each face = 459100

However , no additional reinforcement will be provided at inner face since the vertical steel for cantilever action

will serve this purpose. Hence provided Ast= 459.4

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


Hence Provided these 8 100 mm c/c

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

100 mm c/c may be provided.

### 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.

[email protected]

f .sst

\ area of ring, Ash = mm2

mm2

3.14xdia2

mm2

mm F bar, @

mm2

\ sct N/mm2

\ area of ring, Ash = mm2

mm2

3.14xdia2

mm2

mm F bar, @

mm2

\ Ash mm2

mm2 in vertical direction at the outer face.

3.14xdia2

mm2

mm F bar, @

A haunches reinforcement of 8 mm f @

Minimum Ast mm2 in each direction

mm2

3.14xdia2

mm2

mm f bars @


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 [email protected]


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

480 15400 480100%

12150 mm c/c 2.75 m

1280 mm c/c 75%

12 2.75 m120 mm c/c

50% 11000

12110 mm c/c 1.80 m

1240 mm c/c 8

200 mm c/c12 3.70 m 890 mm c/c 200 mm c/c

150

75

mm f Ring

mm f Bars

mm f Ring

mm f Ring

mm f Barsmm f Ring

mm 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

139885734 circular water tank rigid joint xls design

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