Circular Water Tank With Domcal Top and Base

7/28/2019 Circular Water Tank With Domcal Top and 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 135 Steel fy 415 115 N/mm

2

6 Nominal Cover 25 mm 35 mm

7 Reinforcement

Top Dome (main / distri. ) 8 mm F 160 mm c/c both way

Top Ring Beam Main 20 mm F 4 Nos.

two ldge srirrups 8 mm F 300 mm c/c

Vertivcal (Water side ) 12 mm F 110 mm c/c

Ring bars (both direction) 12 110 mm c/c

Distribution steel 8 mm F 210 mm c/c

Bottom Dom slab (both di 8 mm F 90 mm c/c

Bottom Ring Beam 30 mm F 8 Nos8 mm f

160 mm c/c

350 2000

230 20 mm f Ring 4 Nos

12 mm f Bars 220 mm c/c

4000

8 mm f 210 mm c/c

12 mm f Bars 110 mm c/c12 mm f

110 mm c/c

8 mm f Bars

90 mm c/c Both side

8 Nos. Bars 30 mm f

8 mm f strirup 200 mm c/c

[email protected] 550

850

DESIGN OF CIRCULAR WATER TANK( Domical top and base)

11600

Effective Cover

Tensile stress

unit weight

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


2/20

Tank capacity ltr Depth of water = m

Live load N/mm2

= N/mm3

Free board 0.20 m = mm

Conrete M- 20 = #### N/mm3

scbc 7 N/mm2 = 13

Steel fy 415N/mm

2

=115 N/mm

2

Nominal cover 25 mm = 35 mm

1 Design Constants:-For HYSD Bars = 20

sst = 115 N/mm2

= #### N/mm3

scbc = 7 N/mm2

m = 13k = 0.442 J = 0.853 R = 1.318

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 7.419.41 9.41

wr cos2 f + cos f -1 wr 1- cos f

t 1+cos f t sin 2fMaximum hoop stress oqurs at f = 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

3.14xdia

2

3.14 x 8 x 84 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

Horizontal component T per metre length .= 24720 cos 38 = 24720 x 0.79 = N/m

11.60

2

[email protected]

mm2100

206002 24720

=

= 982 mm2/

\ As = 300

using 8 mm bars A = =

\ hoop tension = x19466 = 112903

9.41

degree

x 1000 x 100 =

N/m2and its magnitude =

0.1

N/mm21+1-1

1+1= 183495

0.379

=

'= 38

N/mm2= 0.206

Safe

Safe

0.1835

0.79

=Maridian stress

Total load

m2= (2r-2)2 =5.80

=

2500

cos f =and =0.616sin f =

=and its magnitude

Hoop stress =

=

1000

the radius r is given by

Provide a diameter of 11.60

4= R

2= (2r - rise) rise =

11.57

If D is the inside diameter of tank, we have =

\from which D

Effective depth of tank

x D2

4

say

3.80x

m

400000

1400

3900

m

=

= 11.60

DESIGN OF CIRCULAR WATER TANK (Domical top and base)

Tensile stess

4.00

9800

200

wt. of concrete

400000

1400

0.1

=

steel required =

mm2

N/m2 =

206002

19466

115

50

for

112903

wt of water

m

Effective cover

Cocrete M -

wt. of concrete


3/20

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

2E uivelent area of com osite section of beam

of area of cross section A is =A+(m-1)Ash= A +( 13 - 1 )x 1256 = A+

A + ####

A + 15072 = 112903 / 1.2 or A = mm2

Hence provide a Ring beam size 350 x 230 mm = mm2

Provide 8 300 mm c/c to tie ring beam.

These ring are lapped with dome reinforcement as shown in fig.

4 Design of tank wal l : -

wHD 9800 x 4.00 x 11.60

2

Area of ring = / 115 = mm2

or 989 mm2

both side

3.14xdia2

3.14 x 12 x 12

4 x100 4 xSpacing of hoop Bars = 1000 x 113 / 989 = 114 say = 110 mm

Hence Provided 12 mm F bar, @ 110 mm c/c in both direction.1000 x 113

The spacing of ring may be increased towards the top, since pressure varies lineearly

Using a tensile stress of 1.2N/mm2 for the the combined section ,

+ ( 13 - 1 )x 2055

From which T = 169 mm

3 x 4 + 5 = 17

Hence provided = 170

Distribution reinforcement170 - 100

450 - 100

0.28

100

= 238 mm2

3.14xdia2

3.14 x 8 x 8

4 x100 4 x

The spacing of 8 mm f bars = 1000 x 50 / 238 = 210 mm c/c8 mm F bar, @ 210 mm c/c

5 Design of B ot tom dom e:-

for bottom dome h2

= 2.20 m and its thickness = 200 mm R = 11.60 / 2 = 5.80 m

the radius r is given by = R2

= (2r - rise) rise5.80 2= 2 x 2.20 - 2.20 x 2.20 )= 33.64 + 4.84 )/ 4.40 = 8.75 m

Weight of water over the surface of dome is given by eq.

D2H h2

4 3

11.60 x 4.00 2.20 x( 3.00 x 8.75 - 2.20 )

4 3

= N

Total surface of Dome =2 p R2h2= 2.00 x 3.14 x 8.75 x 2.20 = 120.9 mSelf load of dome = 120.9 x 0.2 x 25000 = N/m

2

[email protected] Weight of water = N/m2

N/m227360

113

mm thickness throughout the height, through the thickness at the top can be reuced.

0.1 x

314 mm2

mm f strirrups @

1256

15072

Allowing a stress of 1.2 N/mm2in composite section we have =

112903= 1.2

20 mm bars A = = =

Maximum hoop tension at base= =2

=

From which

using

%

3xD +5 =

= 2 x

mm

100

79014

Minimum thickness cm = 170

mm2using 12 mm bars A =

Actual , Ast

thickness T is given by=1000 T

227360= 1.2

Since dome roof has been design on membrane the analysis, the tank wall may be

assumed to be free on top and bottom, and the tank wall will be subjected to purely hoop stress.

227360 1977

100

= 2055 mm2110

= =

xP x w

2946706

x (3R2 - h2)

-3.14 x 9800 x

50 mm2

Hence Provided

using 8 mm bars A

1000

Provide half the reinfocement near each face, Asd

Distribution reinforcement area =

Asd = 0.3 - = 0.28

actual area 80500

mm2476=x170

== =

604500

2946706

x

100

Ww = -

=


4/20

= N/m2

/ 120.9 = N/m2

5.8 6.55

8.75 8.75

p2R2 29373 x 8.75

2xt2 2 x 0.2

p2.R2 1- cos f

t2 sin2

f29373 x 8.75 1 - 0.749 Safe

0.663 x 0.663

W2

p D 3.14 x 11.60F2

sinf2

1000 x 200

The stress are with in safe limit. However provide minimum reinforcement

200 - 100

450 - 100

0.27

100

3.14xdia2

3.14 x 8 x 8

4 x100 4 x

Spacing of hoop Bars = 1000 x 50 / 540 = 93 say = 90 mm

Hence Provided 8 mm F bar, @ 90 mm c/c in both direction.

Design of r ing beam :- The thickness of dome = 200 mm assumed

Meridional thrust per metre length of dome at its base.= x 1 x 0.2 = N/m

Horizontal component T per metre length .= 147072 cos 41 = 147072 x 0.75 = N/m

Alternatively, p2 = #### x 1.129 =

11.60

23.14xdia

23.14 x 30 x 30

4 x100 4 x

No.of hoop Bars = 5553 / 707 = 8 No. say 8 No.

Hence Provided 8 No. 30 mm F Ring bar, for symetry.

Actual , Ast = 8 x 707 = mm2

Equivelent area of composite section of beam

of area of cross section A is =A+(m-1)Ash= A +( 13 - 1 )x 5652 = A+

A + ####

A + 67824 = 638545 / 1.2 or A = mm2

= 550 = 850

Hence provide a Ring beam size 550 x 850 mm = mm2

Provide 8 200 mm c/c to tie ring beam.

Alternatively, the above f bar verticaly provided @ above spacing on the inner

face of the tank wall may betaken around the rings.

Reinforcement shown in drawing

[email protected]

0.75 or f '=

3551206

sin f = = 0.663

3551206

0.643 N/mm2

Total load

cos f =

Load p2 per unit area =

540

41 degree

=

=

642534 N/m2=

%

x 1000Distribution reinforcement area = x 200

Maximum hoop stress at center = =

and

29373

=

0.27

110103F2 Cot f2 =

735362

Safe

Safe

= 50 mm2100

A = =

638545 steel required = mm

2638545

\ hoop tension =110094

x

mm2

100

5652

67824

= = = 707

467500

Beam width

Allowing a stress of 1.2 N/mm2in composite section we have =

638545=

From which

using 8 mm bars

using 30

x =0.2

Maximum Maridian stress =

=

mm f strirrups @actual area

mm bars A

=

735362 N/mm2

Alternatively shear force F2 = =3551206

= 97496 N/m

=

147084

Ast = 0.3 - 0.1 x =

=Meriditional thrust T2 N/m0.663

Meriditional stress =147084

= 0.735 N/mm2

97496=

mm

2

147072

110094

Beam depth

1.2

464297

5553/ 115 =


5/20

8 mm f160 mm c/c

2000

350 20 mm f Ring 4 Nos


4000

8 mm f 210 mm c/c


30 mm f Bars 8 mm c/c12 mm f 0 mm f Ring

110 mm c/c 0 mm c/c

0 0

[email protected]

30 mm f Bars 8 mm c/c0 mm f Ring 0 mm c/c both side

R= 5.80

Ff f

230

DESIGN OF CIRCULAR WATER TANK (Domical top and base)

2.00

Fig 1

11600

850


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 tv in 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 tbd in 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

Circular Water Tank With Domcal Top and Base

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