Circular Water Tank With Domcal Top and Flat Base

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

[email protected]

440

300

DESIGN OF CIRCULAR WATER TANK (Domical top flat base)

11600

Effective Cover

Tensile stress

unit weight

2500

pkn
mailto:[email protected]:[email protected]


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


=

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


3/20

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 .

[email protected]

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


5/20

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

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30 mmfBars 130 mm c/c20 mm f Ring 110 mm c/c both side

R= 5.80

Ff f

300


2.00

Fig 1

11600

440


6/20

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


7/20

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


8/20

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


9/20

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


10/20

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


11/20

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


12/20

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


13/20

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


14/20

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


15/20

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


16/20

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


17/20


18/20


19/20


20/20

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

Documents

Circular Water Tank With Domcal Top and Flat Base