water tank exclusive

8/3/2019 Water Tank Exclusive

1/28

0.26 15.30 m

1 Tank size 15.30 x 9.20 x 3.00 m

2 Tank capacity 422280 ltr 0.38 m

3 Angle of repose 30 Degree 17 kN/m3

4 Conrete M 20 25000 N/m3

10 mm f bars 12 mm f bars

scbc 7 N/mm2 m 13 mm c/c 12 mm f bars 30 mm

5 Steel fy 415 150 N/mm2

6 Nominal Cover 35 mm 9.81 kN/m3

7 Thickness Walls 260 mm 0.26 m 16 mm f bars 9.20 m

Top roof 200 mm 20 cm 0.20 m ## mm c/c 16 mm f bars 0 mm

Bottom slab 300 mm 0.30 m 8 mm f bars 180 mm7 Reinforcement Wall 1.90 16 mm f bars 160 mm

Long out side vertical 16 mm F 100 mm c/c 0.85 m height

16 mm F 200 mm c/c upto top

16 mm F 130 mm c/c 0.85 m height

16 mm F 260 mm c/c upto top Bottom slab steel detail

Distribution 8 mm F 150 mm c/c on each face

Short out side vertical 12 mm F 170 mm c/c 0.85 m height 0.26 12 mm f bars 170 mm

12 mm F 340 mm c/c upto top 8 mm f bars 150 mm c/c

12 mm F 30 mm c/c 1.00 m height 16 mm f bars 200 mm c/c

12 mm F 60 mm c/c upto top 2.00 m 12 mm f bars 30 mm

12 mm F 10 mm c/c 0.85 m height 12 mm f bars 60 mm

12 mm F 170 mm c/c upto top 16 mm f bars 260 mm c/c

12 mm F 20 mm c/c 0.85 m height 12 mm f bars 340 mm

12 mm F 30 mm c/c upto top 12 mm f Bars 30 mm8 Roof 12 mm f bars 20 mm

Main 12 mm F 30 mm c/c 1.00 m 16 mm f bars 130 mm c/c

Distribution 10 mm F 90 mm c/c 12 mm f bars 10 mm

9 Base Main 16 mm F 160 mm c/c at the Bottom face 16 mm f bars 100 mm c/c

Main 16 mm F 0 mm c/c at the top face 12 mm f bars 170 mm

Distribution 8 mm F 180 mm c/c

long wall steel deail [email protected] Draw

In side Horizontal

In side Horizontal

DESIGN OF REACTANGULAR UNDER GROUND WATER TANK

Saturated soil unit wt

Tensile stress

unit weight

0.30

0.38

0.30

Water unit wt

Out side vertical

in side vertical

Out side vertical

in side vertical

Out side Horizontal

in side vertical

in side vertical

Out side Horizontal

Name of work :- pkn

90
mailto:[email protected]:[email protected]


2/28

Name of work :-

Tank size 15.30 x 9.20 x m

Tank capacity 422 ## mm

Angle of repose 30 Degree = 17.00 kN/m3

Conrete M 20 = #### N/m3

Steel fy 415 N/mm2

Tensile stess = 150 N/mm2

scbc 7 N/mm2 m = 13Nominal cover 35 mm = 9.81 N/mm

3

1 Solution, general:- There are four components of design.

(I) Design of long wall (II) Design of short wall

(III) Design of roof slab (IV) Design of base slab

The design of walls will be done under two condition.

(a) Tank full with water, with no earth fill out side.

(b) Tank empty, with full earth pressure due to saturated earth fill.

2 Design Constants:-For HYSD Bars = 20

sst = 150 N/m = N/mm2

scbc = 7 N/mm2

m = 13

x

13 x 7 + 150

j=1-k/3 = 1 - 0.378 / 3 =

R=1/2xc x j x k = 0.5 x 7 x 0.874 x 0.378 =

3 Design of Long wall :-

(a) Tank empty with pressure satureted soil from outside.

Pa = KaY'H +YwH

1 - sin 30 1 - 0.5 0.5 1

1 + sin 30 1 + 0.5 1.5 3

Y' = 17.00 - 9.81 = 7.19 kN/m = 7190 N/m

Yw = 9.81 N/m3

\ Pa = 0.333 x 7190 x 3.00 + 9810 x 3.00 = N/m2

3.00 3.00

2 3

1.155 x 1000

Provide total depth 218 + 35 = 260 mm so that available d = 225 mm

150 x 0.874 x 2253.14xdia

23.14 x 16 x 16

4 x100 4 x

Spacing of Bars = 1000 x 201 / 1862 = 108 say = 100 mm

Hence Provided 16 mm F bar, @ 100 mm c/c on out side face, at bottom of long wall

Cutailment of reinfocrement. Since B.M. is proportional to h3, we have:

Asth h3 Asth

1/3

Ast H3 Ast

[email protected]

17000

mm2

100

= = From which h = H x

= =

mm

or

= 201using 16 mm bars A

Required depth

mm2Ast =

54930000=

N-mm

= = 218

5493000054930

Here, Ka = =

kN/m3

=

1862

54930000

N-m

=

9810

= 0.333=

m*c+sst0.378

0.874

13

36620

Maximum B.M. at the base of wall = 36620 x x =


=

Cocrete M

422280

3.00

25000

pkn

7

Saturated soil unit wt

unit weight

wt. of concrete

unit wt. of water

The base slab will be designed for uplift pressure and the hole tank is to be tasted against

floatation. As the L/B ratio is greater than 2 the long wall will be designed as cantilever. The bottom one metre (

>H /4) of short walls will be designed as cantilever while the top portion will designed as slab supported by long

walls .

k=m*c

=

9810

1.155


3/28

If Asth =1/2. Ast (i.e.half the bars being curtailed). H= H(1/2)'1/3 = 3.00 x( 0.5 )

1/3 = 2.38 m

\ Height from the base = 3.00 - 2.38 = 0.62 m However as per code requirement,

the bars are to be continued further for distance of 12 F = 12 x 16 = 192 mm or d = 225 mm,

whichever is more, beyond this point. Hence curtail half the bars at 0.62 + 0.23 = 0.85 m from base.

Similarly, depth where only 0.25% reinforcement is requiredd is h=H(0.25)1/3

= 3.00 x( 0.25 )1/3

= 1.89


the bars are to be continued further for distance of 12 F = 12 x 16 = 192 mm or d = 225 mm,whichever is more, beyond this point. Hence curtail half the bars at 1.11 + 0.23 = 1.35 m from base.

260 - 100

450 - 100

260 x 1000

> Than 0.25 % of Ast at bottom . Hence above curtalment is not permissible

Hence the reinforcement will be provid as under,

(I) 16 100 mm c/c

(II) At 0.85 m above base , up to top : 16 mm f bars @ 200 mm c/c

Distribution steel :-

260 - 100

450 - 100

260 x 1000

3.14xdia2

3.14 x 8 x 8

4 x100 4 x

Spacing of Bars = 1000 x 50.2 / 331 = 152 say = 150 mm

Hence Provided 8 mm F bar, @ 150 mm c/c on Each face,

1000 x 50.2

Direct compression in long walls:- The earth pressure acting on short walls will cause compression

in long walls, because top portion of shorts walls act as slab supported on long walls

At h = 3.00 / 4 = 0.75 or 1.00 m above the base of walls .

= 0.333 x 7190 x( 3.00 - 1.00 )+ 9810 x 2.00 =

This direct compression devloped on long walls and wall section.9.20

2

This will be well taken by distribution steel and wall section

(b) Tank full with water and no earth fill out side.

P = Y x wh = 9810 x 3.00 = N/m2

3.00 x 3.00

2 x 3

150 x 0.874 x 225

3.14xdia2

3.14 x 16 x 16

4 x100 4 x

Spacing of Bars = 1000 x 201 / 1496 = 134 say = 130 mmHence Provided 16 mm F bar, @ 130 mm c/c at the in side face.

Curtailement of reinforcement:-

Asth h3 Asth

1/3

Ast H3 Ast

If Asth =1/2. Ast (i.e.half the bars being curtailed). H= H(1/2)'1/3 = 3.00 x( 0.5 )

1/3 = 2.38 m



[email protected]

having, Ast =

M = p xH x H

2 x 329430

mm2

150

= =

2x = 670

29430

=

using 8 mm bars A

Astd = 0.254 =

%0.254

mm2

100

=

331 mm2661 mm

2,Area of each face

= 50.2

% of distribution steel x= 0.3 - 0.1

100x

=0.3 0.25 %-

x = 661 mm2

mm f bars @At base :

100

0.1 x

Min = 0.254

using

Ast =44145000

=

x

16

Pa=KaY' (H-h) + Yw (H-h)

PLC =Pa.x B/2

Minimum, % Reinforcement =

This is

N-m or

24413

N/m2

24413 x = 112301 N

201 mm2100

44145000 N-mm

=

= = From which h

44145=

1496 mm2

=

= H x

=mm bars A =


4/28


Similarly, depth where only 0.25% reinforcement is requiredd is h=H(0.25)1/3

= 3.00 x( 0.25 )1/3

= 1.89




260 - 100

450 - 100260 x 1000

> Than 0.25 % of Ast at bottom . Hence above curtalment is not permissible

Hence the reinforcement will be provid as under,

(I) 16 130 mm c/c

(II) At 0.85 m above base , up to top : 16 mm f bars @ 260 mm c/c

Direct tensio on long wall:- Since the top portion of short wall act as slab supported on long walls,

the water pressure acting on short walls will cause in long walls.

B 9.20

2 2

9.20

2

670 mm2

Hece distribution steel will take direct tension.

4 Design of short walls :-

(a) Tank empty, with pressure of satureted soil from outside.

(I) The bottom 1.00 m act as cantilever, while the remaining 2.00 m

act as slab supported on long walls.

Pa = KaY' (H-h) + Yw (H-h) = 0.33 x 7190 x 2.00 + 9810 x 2.00 = 4793 +

= N/m2

PaL2 24413 x 9.20 2

12

PaL2

PaL2

24413 x 9.202

8 24

d = 260 - ( 35 + 16 ) = 209 mm

150 x 0.874 x 209

3.14xdia2

3.14 x 12 x 12

4 x100 4 x


Hence Provided 12 mm F bar, @ 10 mm c/c at the out side face at 2.00 m below the top

= 6283 x 0.5 = 3142 mm2

mm2

3.14xdia2

3.14 x 12 x 12

4 x100 4 x


Hence Provided 12 mm F bar, @ 30 mm c/c at inner side face

(III) Bottom portion 1.00 m will bend as cantilever.

Intensity of earth pressure at bottom = N/m2

1 1

2 3

[email protected]

36620

mm2

100

The bottom

113= =

(with tension at out side

face)

mm bars A

mm2

100

At mid span, A st

using 12 mm bars =

=

113

M ( at centre ) = - Mf =

=

6283 mm2

= 86097

172193000=

24=

x = 0.25 %Minimum, % Reinforcement = 0.3 - 0.1

= 661 mm2

100Min = 0.254 x

This is

At base : mm f bars @

PL= P x Where p= 9810 x 45126 N/m2 at

\ PL = 45126 x = 207579.6 N, As required = = 1384 mm2

Area of distribution steel provided in horizontal direction =

1.00 m height

207580 / 150

=

Top Portion .

19620

24413

N-m (causing tension out side )172193=Mf (at supports ) = =12

At Supports, A st

=

A =

using 12

6103 N-mx =\ M = x 36620 x 1

N-m (causingtension in side )

3141.5minimum Ast =


5/28

x

150 x 0.874 x 225

Minimum steel @ % "= 661 mm2

3.14xdia2

3.14 x 12 x 12

4 x100 4 x


Hence Provided 12 mm F bar, @ 170 mm c/c at out side face, in vertical direction for

bottom 1.00 m height. The spacing can be doubled for upper portion.

(III) Direct compression in short walls:-

Though the long walls bend as cantilever, it is observed that end 1.00 metre

width of long wall contributes to push in short walla, due to earth pressure, and its magnitude is given by

PBC = Pa x 1 = x 1 = N

This is quite small, and hence its effect has not been considered.

(b) Tank full with water , and no earth fill out side.

(I) The bottom 1.00 m act as cantilever, while the remaining 2.00 m

act as slab supported on long walls.

p = w (H-h) = 9810 x( 3.00 - 1.00 )= N/m

PB2 19620 x 9.20 2 causing tension at12 the inside

PB2 19620 x 9.20 2 causing tension at

24 the outside

Direct tension in short wall:- Due to water pressure on the end 1.00 metre width of long wall is

pB = = 9810 x( 3.00 - 1.00 )x 1.0 = N/m2

Effective d, for horizontal steel = 209 mm

\ Distance = = 209 - 260 / 2 = 79 mmPB

ss

At inside face (end of short walls)

138386 x 1000 - 19620 x 79

150 x 0.874 x 209

PB 19620

ss 150

3.14xdia2

3.14 x 12 x 12

4 x100 4 x


Hence Provided 12 mm F bar, @ 20 mm c/c at the inner face,

At the out side face (middle of short walls)

69193 x 1000 - 19620 x 79

150 x 0.874 x 209

PB 19620

ss 150Minimum reinforcement required = mm

2

3.14xdia2

3.14 x 12 x 12

4 x100 4 x


Hence Provided 12 mm F bar, @ 40 mm c/c at the outside face,

[email protected]

(x - d ) x T / 2

19620w (H-h) x1

N-m

=

Ast2 = =

69193 N-m=Mc (At centre) =24

Mf (at supports ) = =12

= 138386

19620

mm2\ Ast =

6103 1000= 207

= 113using 12 mm bars A

Mf - PB.x

sst,j.d

Top Portion .

mm2

100

0.254

24413 24413

= =

Ast2Hence net B.M. = M - PB. x \ Ast1 =

Ast1 =Mf - PB.x

sst,j.d =

=

Ast2 = = = 131 mm2\ total Ast = 2468

mm2

100

4993 + 131 = 5124 mm2

=

4993 mm2

131 mm2\ total Ast =

= = = 113

Ast1 =Mc - PB.x

=

=

=

using 12 mm bars A

2599

= 2468 mm2

sst , j . d

mm2

using 12 mm bars A = = 113 mm2

2599

100=

+ 131


6/28

(III) Bottom portion 1.00 m will bend as cantilever.

P (at bottom) = 29430 N/m2

(stap 3)

1 1

2 3

x

150 x 0.874 x 225

Minimum steel @ % = 661 mm2

3.14xdia2

3.14 x 12 x 12

4 x100 4 x


Hence Provided 12 mm F bar, @ 170 mm c/c at out side face, in vertical direction for

bottom 1.00 m height. The spacing can be doubled for upper portion.

( C) Summary of reinforcement in short walls.

(I) Horizontal reifocement at inner face:

12 mm f @ 30 mm c/c in the mid span

For water pressure, horizontal reinforcement required is 12 mm f @ 20 mm c/c at the ends.

Hence provided greater one of two reinforcement.

Hence Provided 12 mm F bar, @ 20 mm c/c at inner face at, 2.00 m from top.At top 1 m height, the pressure will be reduced to half the value ;

Hence Provided 12 mm F bar, @ 30 mm c/c at for the top m height.

(II) Horizontal reinfocement for outer face;

12 mm f @ 10 mm c/c in the mid span

For water pressure, horizontal reinforcement required is 12 mm f @ 170 mm c/c at the ends.

Hence provided greater one of two reinforcement.

Hence Provided 12 mm F bar, @ 10 mm c/c at inner face at, 0.00 m from top.

At top 1 m height, the pressure will be reduced to half the value ;

Hence Provided 12 mm F bar, @ 170 mm c/c at for the top m height.

(III) Vertical reinforcement at inner face;

12 mm F bar, @ 30 mm c/c at the inner face, for bottom 1.00 m height

the spacing can be double for upper portion.

(IV)Vertical reinforcement at outer face;

12 mm F bar, @ 170 mm c/c at the Outer face, for bottom 1.00 m height

the spacing can be double for upper portion.

5 Design of top slab:-

L / B = 15.30 / 9.20 = 1.66 Hence top slab will be design as one way slab.

N/m2

Assuming a thickness of 20 cm including finishing etc.

self weight = 0.20 x 1 x 1 x #### = N/m2

Total weight = + 5000 = N/m2

w . B2 12000 x( 9.20 + 0.26 )

2= N-m or N-mm

8

1.155 x 1000

Provide total depth 341 + 35 = 380 mm so that available d= 345 mm

150 x 0.874 x 345

3.14xdia2

3.14 x 12 x 12

4 x100 4 x

[email protected]

For lateral earth pressure, horizontal reinfocement require is

\ M = x 29430

The bottom

1000= 166 mm

2

x 1 x =

0.254

using 12 mm bars A

\ Ast =4905

4905 N-m with tension at in side

face

1.00

For lateral earth pressure, horizontal reinfocement require is

1.00

provide

mm2

100= = = 113

provide

7000Let the live load of slab =

5000

134237000

Required depth

134237

= = mm

113 mm2100

=

M =

Ast = 2967 mm2

134237000=

134237000341

using mm bars A =12 =

=8

120007000


7/28


Hence Provided 12 mm F bar, @ 30 mm c/c

Distribution steel :-

380 - 100

450 - 100

380 x 1000

3.14xdia2

3.14 x 10 x 10

4 x100 4 x

Spacing of Bars = 1000 x 78.5 / 836 = 94 say = 90 mm

Hence Provided 10 mm F bar, @ 90 mm c/c the other direction.

6 Design of bottom slab:- If ther is no sub-soil water nominal reinforcement would required .

However, because of saturated sub-soil, there will uplift pressure on the bottom slab, of the magnitude given by.

pu = wH1 = 9810 x 3.30 = N/m (assuming base slab thickness = 300 mm)

Chech against flotation.; The hole tank must be check against flotation when the tank is empty.

Total upward flotation force. = Pu = pu x B x L

Pu = 32373 x 9.20 x 15.30 = NTotal down ward force consists of weight of tank. Base slab thickness = 300 mm

Weight of walls = 0.26 x 2.00 x( 9.20 + 15.30 )x 3.00 x #### = N

Weight of roof slab and finishing = 0.2 x 9.20 x 15.30 x #### = N

Weight of base slab = 0.3 x 9.20 x 15 x #### = N

Total weight W = N

4556823 > upward force is more than dpown ward force

Weigt of soil supported by projection:

x = 2(L+B)x H.Ysat = 2 x( 9.72 + 15.82 )x 3.00 x #### = x N

Weight of roof slab and finishing = 0.2 x 9.20 x 15.30 x #### = N

Weight of walls = 0.26 x 2.00 x( 9.20 + 15.30 )x 3.00 x #### = N

Total "= N

Weight of base slab=( 9.20 + 2 x 0.26 + 2 x)

( 15.30 + 2 x 0.26 + 2 x) 0.3 x ####

=( 9.72 + 2 x)( 15.82 + 2 x) =

Assuming that S.F. = 1.10 is needed because

(I) concrete may weight less than #### N/m3

(II) Earth may weight les than #### N/m3

(III) Ground water may turn saline weight more than 9810 N/m3

Total up lift force = 1.10 x 29430 x( 9.72 + 2 x)( 15.82 + 2 x)

Equating total upward force to the total down ward force, we get

9.72 + 2 x) ( 15.82 + 2 x)= x + )/

4 x2+ 51.08 x + 153.77 )= 105 x +

4 x2 53.66 x + 87.06 = 0

1 x2 13.41 x + 21.76 = 0 1.90

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2605080 ###### 24873

955500

7500

1659300

703800

2605080

% of distribution steel

x

0.1 0.220=x %

Astd = 0.220 = 836

mm2

10010 mm bars A

32373

100

= = =

mm2,

78.5

2715000

= 0.3 -

4556823

955500

703800

1055700

2715000

66.71

hence provide projection in slab, beyond the face of vertical walls, by an amount x m alround, so that weight of

soil column supported by projection will provide additional down war force. It is assumed that if the tank is floted,

the earth would rupture on vrtical planes shown by dotted lines. (fig ) .Most soil would tend torupture on an

inclined planes, thus tendind to increase the effective down ward load from the earth but this might be small in

waterlogged non-cohesive ground.

using

hence x =


8/28

Chech : width B1 = 9.72 +( 2 x 1.90 ) = m

Length = 15.82 +( 2 x 1.90 ) = m

\ Weight of soil suppoted on projection: x = 2 x( L1 +B1)x Hysatx = 2 x( 19.62 + 13.52 )x 1.90 x 3 x #### = N

The Bottom slab will be design as one way slab. Cosidered one metre length

Upward water pressure Pu = N/m2

Self weight of slab : 1 x 1 x 0.3 x #### = N/m2

\ Net upward pressure, p = 32373 - 7500 = N/m2

= 0.26 x 3.00 x 1 x 25000 = N/m

weight of roof slab, transferred to each wall, per m run

= 0.20 x( 2 + 0.26 )x 1 x #### = N

Weight of earth projection = 17000 x 3 x 1 x 1.90

= x 1 x 1.90 = N/m

\ Net unbalanced force/m run = 32373 ( 13.52 x 1 ) - 2 x( #### +

96900 + 11300 = N

\ Reaction on each wall = 2E+05 / 2 = N

Pa '= Ka yH +wH = 36620 N/m2 \ pa = #### x 3 / 2 = N/m

Acting at = 3 / 3 + 0.3 = m above the bottom of base slab24873 x 1.90 2+ 51000 x 1.90

2

2

= N-m or N-mm Causing tension at bottom face

24873 x 13.52 2+ #### x 1.3 -( #### +

2 x 2

9.46 13.52

2 2

= + 71409 "- - ####

= N-mor N-mm Causing tension at top face

1.155 x 1000

Provide total depth 145 + 50 = 200 mm so that available d= 150 mm

150 x 0.874 x 150

3.14xdia2

3.14 x 16 x 16

4 x100 4 x


Hence Provided 16 mm F bar, @ 160 mm c/c at bottom Face

For top face,

150 x 0.874 x 150

3.14xdia2

3.14 x 16 x 16

4 x100 4 x

Spacing of Bars = 1000 x 201 / #### = 7 say = 0 mm

Hence Provided 16 mm F bar, @ 0 mm c/c

Disrtibution reinforcement in longitudinal direction

200 - 100

450 - 100

0.27 x 1000 x 200

[email protected]

Weight of wall per m. run

7500

24873

19500

32373

13.52

19.62

182283

51000

11300

96900

6422532

B.M. at the edge of

cantilever portion '= 2.0054930 1.3x -

)'=

96900

= 26809 mm2

54930

1.3

91141

x 0.9511300 )x x( -

24250000

24250000

568318 604021

-527283

145 mm

- 1.90

= =

using 16 mm bars A = 201 mm2100

= =

24250

B.M. At center of span =

Ast =527283000

24250000

+

Required depth =

51000

mm2

= 0.30 - 0.1

using 16 mm bars A

Ast

100

-527283000

x =

= =

1233

=

mm2

100= 201

%0.27

= 543 mm2 On each face = 272 mm

2Area of steel =


9/28

3.14xdia2

3.14 x 8 x 8

4 x100 4 x

Spacing of hoop Bars = 1000 x 50.2 / 272 = 185 say = 180 mm

8 mm F bar, 180 mm c/c. on each face

7 Detail of reinforcement:-

Shown in drawing

[email protected]

10050.2

Hence Provided

= = =using 8 mm bars A mm2


10/28

16 mm f @ 100 mm c/c

8 mm f@ 150 mm c/c

0.26 9.20

16 mm f @ 130 mm c/c 8 mm f@

150 mm c/cmm f @ mm c/cmm f @ mm c/c 9.20 16 mm f@

12 mm f @ mm c/c 16 mm f@

mm f @ mm c/cmm f @ mm c/c 16 mm f@

12 mm f @ 10 mm c/c 1.90 16 mm f@

0.30

mm f @ mm c/c

0.26 15.30 m 0.26

12 mm f @ 60 mm c/c10 mm f @ 90 mm c/c

12 mm f @ 30 mm c/c

12 mm f @ 340 mm c/c

12 mm f @ 60 mm c/cmm f @ mm c/c 2.00 m

3.00 mm f @ mm c/c

12 mm f @ 20 mm c/c

12 mm f @ 170 mm c/c

12 mm f @ 10 mm c/c 1.00 m

1.90 12 mm f @ 30 mm c/c 1.90

Reinforcement detail for short wall pk_nandw

0.3

0.26


0.38

Name of work :- pkn

0.26

1.00

2.00


11/28


12/28

3.00

1.90

.co.in

0.38


13/28


14/28

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

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

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 0.2

0.22 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 0.380.37 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-401.6 1.8 1.9 2.2 2.3 2.5

100As 100Asbd bd

tc.max

2.753.00 and above

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

Grade of concrete

Shear stress tc Reiforcement %

M-20 M-20

1.25

1.50

1.75

2.00

2.25

2.50

bd

< 0.15

0.25

0.50

0.751.00

(d) sst =

275

N/mm2

(Fe 500)

Permissible shear stress Table tv in concrete (IS : 456-2000)100As Permissible shear stress in concrete tv N/mm

2

(c ) sst =

230

N/mm2

(Fe 415)

(b) sst =

190

N/mm2

VALUES OF DESIGN CONSTANTS

Grade of concrete

Modular Ratio

scbc N/mm2

m scbc

(a) sst =140

N/mm2

(Fe 250)


15/28

0.15 0.18 0.18 0.15

0.16 0.18 0.19 0.18

0.17 0.18 0.2 0.21

0.18 0.19 0.21 0.24

0.19 0.19 0.22 0.27

0.2 0.19 0.23 0.3

0.21 0.2 0.24 0.32

0.22 0.2 0.25 0.35

0.23 0.2 0.26 0.38

0.24 0.21 0.27 0.41

0.25 0.21 0.28 0.44

0.26 0.21 0.29 0.47

0.27 0.22 0.30 0.5

0.28 0.22 0.31 0.55

0.29 0.22 0.32 0.6

0.3 0.23 0.33 0.65

0.31 0.23 0.34 0.7

0.32 0.24 0.35 0.75

0.33 0.24 0.36 0.82

0.34 0.24 0.37 0.88

0.35 0.25 0.38 0.940.36 0.25 0.39 1.00

0.37 0.25 0.4 1.08

0.38 0.26 0.41 1.16

0.39 0.26 0.42 1.25

0.4 0.26 0.43 1.33

0.41 0.27 0.44 1.41

0.42 0.27 0.45 1.50

0.43 0.27 0.46 1.63

0.44 0.28 0.46 1.64

0.45 0.28 0.47 1.75

0.46 0.28 0.48 1.88

0.47 0.29 0.49 2.00

0.48 0.29 0.50 2.13

0.49 0.29 0.51 2.250.5 0.30

0.51 0.30

0.52 0.30

0.53 0.30

0.54 0.30

0.55 0.31

0.56 0.31

0.57 0.31

0.58 0.31

0.59 0.31

0.6 0.32

0.61 0.32

0.62 0.320.63 0.32

0.64 0.32

0.65 0.33

0.66 0.33

0.67 0.33

0.68 0.33

0.69 0.33

0.7 0.34


16/28

0.71 0.34

0.72 0.34

0.73 0.34

0.74 0.34

0.75 0.35

0.76 0.35

0.77 0.35

0.78 0.35

0.79 0.35

0.8 0.35

0.81 0.35

0.82 0.36

0.83 0.36

0.84 0.36

0.85 0.36

0.86 0.36

0.87 0.36

0.88 0.37

0.89 0.37

0.9 0.37

0.91 0.370.92 0.37

0.93 0.37

0.94 0.38

0.95 0.38

0.96 0.38

0.97 0.38

0.98 0.38

0.99 0.38

1.00 0.39

1.01 0.39

1.02 0.39

1.03 0.39

1.04 0.39

1.05 0.391.06 0.39

1.07 0.39

1.08 0.4

1.09 0.4

1.10 0.4

1.11 0.4

1.12 0.4

1.13 0.4

1.14 0.4

1.15 0.4

1.16 0.41

1.17 0.41

1.18 0.411.19 0.41

1.20 0.41

1.21 0.41

1.22 0.41

1.23 0.41

1.24 0.41

1.25 0.42

1.26 0.42


17/28

1.27 0.42

1.28 0.42

1.29 0.42

1.30 0.42

1.31 0.42

1.32 0.42

1.33 0.43

1.34 0.43

1.35 0.43

1.36 0.43

1.37 0.43

1.38 0.43

1.39 0.43

1.40 0.43

1.41 0.44

1.42 0.44

1.43 0.44

1.44 0.44

1.45 0.44

1.46 0.44

1.47 0.441.48 0.44

1.49 0.44

1.50 0.45

1.51 0.45

1.52 0.45

1.53 0.45

1.54 0.45

1.55 0.45

1.56 0.45

1.57 0.45

1.58 0.45

1.59 0.45

1.60 0.45

1.61 0.451.62 0.45

1.63 0.46

1.64 0.46

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 0.46

1.72 0.46

1.73 0.46

1.74 0.461.75 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


18/28

1.83 0.47

1.84 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 0.492.04 0.49

2.05 0.49

2.06 0.49

2.07 0.49

2.08 0.49

2.09 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

2.17 0.502.18 0.50

2.19 0.50

2.20 0.50

2.21 0.50

2.22 0.50

2.23 0.50

2.24 0.50

2.25 0.51

2.26 0.51

2.27 0.51

2.28 0.51

2.29 0.51

2.30 0.512.31 0.51

2.32 0.51

2.33 0.51

2.34 0.51

2.35 0.51

2.36 0.51

2.37 0.51

2.38 0.51


19/28

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 0.512.60 0.51

2.61 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

2.69 0.51

2.70 0.51

2.71 0.51

2.72 0.51

2.73 0.512.74 0.51

2.75 0.51

2.76 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 0.512.87 0.51

2.88 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


20/28

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 0.51

3.13 0.51

3.14 0.51

3.15 0.51


21/28

rade of concret M-10 M-15 M-20 M-25 M-30 M-35 M-40 M-45

tbd (N / mm2) -- 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 400M 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-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

Degree sin Degree cos tan cot

Value of angle

Permissible stress in concrete (IS : 456-2000)

29 1.92 30

28

1.4 25 2.24 26

36

1.1 32 1.76

1.3 27 2.08

33

1.2

60

0.8 44 1.28 45

40

0.6 58 0.96

0.9 39 1.44

1 35 1.6

tbd (N / mm2)

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

kd = LdF

Direct (acc)

Grade of

concrete

Development Length in tension

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

tbd (N / mm2) kd = LdF

-- --

0.6 60

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

Bending acbc

1.0 100

1.1 110

0.8 80

0.9 90

Grade of concrete

sct.max

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

1.4 140

1.2 120

1.3 130


22/28

1 0.017 1 1.000 0.017 57.295

1.5 0.026 1.5 1.000 0.262 56.300

2 0.035 2 0.999 0.035 28.644

2.5 0.044 2.5 0.999 0.044 22.913

3 0.052 3 0.999 0.052 19.083

3.5 0.061 3.5 0.998 0.061 16.362

4 0.070 4 0.998 0.070 14.311

4.5 0.078 4.5 0.997 0.079 12.707

5 0.087 5 0.996 0.087 11.437

5.5 0.096 5.5 0.995 0.096 10.385

6 0.104 6 0.995 0.105 9.563

6.5 0.113 6.5 0.994 0.114 8.777

7 0.122 7 0.993 0.123 8.149

7.5 0.131 7.5 0.991 0.132 7.597

8 0.139 8 0.990 0.140 7.119

8.5 0.148 8.5 0.989 0.149 6.691

9 0.156 9 0.988 0.158 6.315

9.5 0.165 9.5 0.986 0.168 5.963

10 0.174 10 0.985 0.176 5.673

10.5 0.182 10.5 0.983 0.185 5.396

11 0.191 11 0.981 0.194 5.14211.5 0.199 11.5 0.980 0.203 4.915

12 0.208 12 0.978 0.213 4.704

12.5 0.819 12.5 0.976 0.839 1.192

13 0.225 13 0.974 0.231 4.332

13.5 0.233 13.5 0.972 0.240 4.166

14 0.242 14 0.970 0.249 4.011

14.5 0.250 14.5 0.968 0.259 3.867

15 0.259 15 0.966 0.268 3.732

15.5 0.259 15.5 0.964 0.269 3.723

16 0.276 16 0.961 0.287 3.488

16.5 0.284 16.5 0.959 0.296 3.376

17 0.292 17 0.956 0.306 3.272

17.5 0.301 17.5 0.954 0.315 3.172

18 0.309 18 0.951 0.325 3.07818.5 0.317 18.5 0.948 0.335 2.989

19 0.326 19 0.946 0.344 2.905

19.5 0.334 19.5 0.943 0.354 2.824

20 0.342 20 0.940 0.364 2.747

20.5 0.350 20.5 0.937 0.374 2.674

21 0.358 21 0.934 0.384 2.605

21.5 0.367 21.5 0.930 0.394 2.539

22 0.375 22 0.927 0.404 2.475

22.5 0.383 22.5 0.924 0.414 2.414

23 0.391 23 0.921 0.424 2.356

23.5 0.399 23.5 0.917 0.435 2.300

24 0.407 24 0.924 0.440 2.271

24.5 0.415 24.5 0.910 0.456 2.19425 0.422 25 0.906 0.466 2.148

25.5 0.431 25.5 0.905 0.476 2.103

26 0.438 26 0.898 0.488 2.049

26.5 0.446 26.5 0.895 0.499 2.006

27 0.454 27 0.891 0.510 1.963

27.5 0.462 27.5 0.887 0.521 1.921

28 0.469 28 0.883 0.532 1.881

28.5 0.477 28.5 0.879 0.543 1.842


23/28

29 0.485 29 0.875 0.554 1.804

29.5 0.492 29.5 0.870 0.566 1.767

30 0.500 30 0.866 0.577 1.732

30.5 0.508 30.5 0.862 0.589 1.698

31 0.515 31 0.857 0.601 1.664

31.5 0.522 31.5 0.853 0.613 1.632

32 0.530 32 0.848 0.625 1.600

32.5 0.537 32.5 0.843 0.637 1.570

33 0.545 33 0.839 0.649 1.540

33.5 0.552 33.5 0.834 0.662 1.511

34 0.559 34 0.829 0.675 1.483

34.5 0.566 34.5 0.834 0.679 1.473

35 0.573 35 0.819 0.700 1.429

35.5 0.581 35.5 0.814 0.713 1.402

36 0.588 36 0.809 0.726 1.377

36.5 0.595 36.5 0.804 0.740 1.351

37 0.602 37 0.799 0.754 1.327

37.5 0.609 37.5 0.793 0.767 1.303

38 0.616 38 0.788 0.781 1.280

38.5 0.623 38.5 0.783 0.795 1.257

39 0.629 39 0.777 0.810 1.23539.5 0.636 39.5 0.772 0.824 1.213

40 0.643 40 0.766 0.839 1.191

40.5 0.649 40.5 0.760 0.854 1.171

41 0.656 41 0.755 0.869 1.150

41.5 0.663 41.5 0.749 0.885 1.130

42 0.669 42 0.743 0.900 1.111

42.5 0.676 42.5 0.737 0.916 1.091

43 0.682 43 0.731 0.933 1.072

43.5 0.688 43.5 0.725 0.949 1.054

44 0.695 44 0.719 0.966 1.036

44.5 0.701 44.5 0.713 0.983 1.018

45 0.707 45 0.707 1.000 1.000

45.5 0.713 45.5 0.701 1.018 0.983

46 0.719 46 0.695 1.036 0.96646.5 0.725 46.5 0.688 1.054 0.949

47 0.731 47 0.682 1.072 0.933

47.5 0.737 47.5 0.676 1.091 0.916

48 0.742 48 0.669 1.109 0.902

48.5 0.749 48.5 0.663 1.130 0.885

49 0.755 49 0.656 1.150 0.869

49.5 0.760 49.5 0.649 1.171 0.854

50 0.766 50 0.643 1.192 0.839

50.5 0.772 50.5 0.636 1.213 0.824

51 0.777 51 0.629 1.235 0.810

51.5 0.786 51.5 0.623 1.262 0.792

52 0.788 52 0.616 1.280 0.781

52.5 0.793 52.5 0.609 1.303 0.76753 0.799 53 0.602 1.327 0.754

53.5 0.804 53.5 0.595 1.351 0.740

54 0.809 54 0.588 1.376 0.727

54.5 0.814 54.5 0.581 1.402 0.713

55 0.819 55 0.574 1.428 0.700

55.5 0.824 55.5 0.566 1.455 0.687

56 0.829 56 0.559 1.483 0.675

56.5 0.834 56.5 0.552 1.511 0.662


24/28

57 0.839 57 0.545 1.540 0.649

57.5 0.843 57.5 0.537 1.570 0.637

58 0.848 58 0.530 1.600 0.625

58.5 0.853 58.5 0.522 1.632 0.613

59 0.857 59 0.515 1.664 0.601

59.5 0.862 59.5 0.508 1.698 0.589

60 0.866 60 0.500 1.732 0.577

60.5 0.870 60.5 0.492 1.767 0.566

61 0.875 61 0.485 1.804 0.554

61.5 0.879 61.5 0.477 1.842 0.543

62 0.883 62 0.470 1.880 0.532

62.5 0.887 62.5 0.462 1.921 0.521

63 0.891 63 0.454 1.963 0.510

63.5 0.895 63.5 0.446 2.006 0.498

64 0.899 64 0.438 2.051 0.488

64.5 0.903 64.5 0.431 2.097 0.477

65 0.906 65 0.423 2.145 0.466

65.5 0.910 65.5 0.415 2.195 0.456

66 0.914 66 0.407 2.246 0.445

66.5 0.917 66.5 0.399 2.300 0.435

67 0.921 67 0.391 2.356 0.42467.5 0.924 67.5 0.383 2.414 0.414

68 0.927 68 0.375 2.475 0.404

68.5 0.930 68.5 0.819 1.136 0.880

69 0.934 69 0.358 2.605 0.384

69.5 0.937 69.5 0.350 2.674 0.374

70 0.940 70 0.342 2.747 0.364

70.5 0.943 70.5 0.556 1.696 0.590

71 0.946 71 0.326 2.904 0.344

71.5 0.948 71.5 0.317 2.989 0.335

72 0.951 72 0.309 3.078 0.325

72.5 0.954 72.5 0.301 3.172 0.315

73 0.956 73 0.292 3.271 0.306

73.5 0.959 73.5 0.284 3.376 0.296

74 0.961 74 0.276 3.488 0.28774.5 0.964 74.5 0.267 3.606 0.277

75 0.966 75 0.259 3.732 0.268

75.5 0.968 75.5 0.250 3.868 0.259

76 0.970 76 0.242 4.011 0.249

76.5 0.982 76.5 0.233 4.209 0.238

77 0.974 77 0.225 4.332 0.231

77.5 0.976 77.5 0.216 4.511 0.222

78 0.978 78 0.208 4.705 0.213

78.5 0.980 78.5 0.199 4.915 0.203

79 0.982 79 0.191 5.145 0.194

79.5 0.983 79.5 0.182 5.396 0.185

80 0.985 80 0.174 5.673 0.176

80.5 0.986 80.5 0.165 5.977 0.16781 0.988 81 0.156 6.315 0.158

81.5 0.989 81.5 0.148 6.691 0.149

82 0.999 82 0.139 7.178 0.139

82.5 0.991 82.5 0.131 7.597 0.132

83 0.993 83 0.122 8.145 0.123

83.5 0.994 83.5 0.113 8.777 0.114

84 0.995 84 0.105 9.517 0.105

84.5 0.995 84.5 0.096 10.389 0.096


25/28

85 0.996 85 0.087 11.431 0.087

85.5 0.997 85.5 0.078 12.716 0.079

86 0.998 86 0.070 14.302 0.070

86.5 0.998 86.5 0.061 16.362 0.061

87 0.999 87 0.052 19.083 0.052

87.5 0.999 87.5 0.044 22.913 0.044

88 0.999 88 0.035 28.637 0.035

88.5 1.000 88.5 0.026 38.299 0.026

89 0.9998 89 0.017 57.295 0.017

89.5 0.9999 89.5 0.009 114.931 0.009

90 1.000 90 0.000 1.000 0.000


26/28


27/28


28/28

M-50

1.4

water tank exclusive

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