r-111111

8/11/2019 r-111111

1/40

Design of Reservoir 175.20 m

Max Water Lvl = 174.29 m Road 0.6

Ground Lvl = 172.00 m 174.60 174.29 m

Bed Lvl = 169.50 m

Top Lvl = 175.20 m

Road Lvl = 174.60 m

Height of Maximun water Lvl = 4.79 m

Height of the wall Top= 5.70 m

Height Water Level designed = 2.50 m

Height of Earth Lvl from GL = 2.50 m

Width of Tank = 20.00 m

capacity of the Tank = 7000000.00 L 169.50 m

Length of the tank = 140.00 m

provided Length = 141.20 m

Provided capacity (excluding ramp )141.2x2.5x20x1000 7060000

Volume of Ramp = =53.17x4.5x0.2 = 47.85 m3

#### m

Columns =(6x0.35x0.35x5 )+

(18x0.35x0.35x2.5) = 9.1875Total 57.04 m

3

Hence Total capacity of Tank =141.2x2.5x20x1000-57040.5= 7002960 L

The base slab will be designed for uplift pressure and the whole tank is

to be tested against floatation. As the L/B Ratio is greater than 2 the long walls

will be designed as cantilevers. The bottom one meter (H/4) of short walls will

be designed as cantilever while the top portion designed as slab supported by long walls.

8/11/2019 r-111111

2/40

Design Constants.

Concrete M20

cbc= 7 N/mm2

m= 13

Since the face of the wall will be in contact with water for each condition ,

st = 150 N/mm2

permissibe compressive stress in steel under direct compression is

sc = 175 N/mm2

k= 0.38

j= 0.87

R = 1.157

Angle of repose = 30o

Saturated Unit wt of Soil = 21.00 kN/m3

3 Design of Long walls

a) Tank empty with pressure of saturated soil outside

8/11/2019 r-111111

3/40

Pa= Ka'H + wH

here,

Ka = 1-sin300/1+sin30

0 0.33

' = 21.00 - 9.81 = 11.2 kN/m3

Pa= 0.33x11.19x5.7+(9.81x5.7 76.97 kN/m

The Height of earth Level = 2.5 say 3 m

Max Bm at the base of wall = 76.97x5.7/2x5.7/3 = 416.79 kN-m

req. d= 600.19

Provide Total depth = 750 mm

d= 715.00 mm

Ast= 416.79*10^6/150/.874/715 = 4446.40

using 25 bars spacing = 1000*491/4446.4 110.43

provide 25 mm bars at 100c/c at outside face

Pressure at the section of 3m from Bottom Lvl = 0.33x11.19x3+(9. 40.51 kN/m2

Max Bm at the 3m from

Bottom Lvl = 40.51x3/2x3/3 = 60.765 kN-md req = 229.17 mm

provided D= 300.00 mm

d= 265.00 mm

Ast = 60.765*10^6/150/.874/265 1749.1 mm2

provide 16 mm @ =201/1749*1000 = 114.9162426

8/11/2019 r-111111

4/40

provide 16 mm @100c/c from 3m from Bottom Lvl to top

Distribution steel @0.3% for 100 mm thick and

0.2% for 450

.3-.1(350-

Distribution steel =

Astd = 0.2x750*1000/100 = 1500 mm2

Area to be provided by each face = 750 mm2

Spacing of 12 mm bars = 150.67 mm c/c

Provide 12 mm @150 c/c on each face

Direct Compresion in Long wall:

The earth presuureacting on shorewalls will cause compn in long walls. Because

top portion of short wall act as slab supported on long walls. At h= 1.5 m(>h/4=5.79/4)

Pa= Kay'(H-h)+ Yw(H-h)= .33*11.19(5.79-1.5)+9.8(5.79-1.5) =

57.88 kN/m2

This Direction compression developed on long walls is given by

Plc= Pa.B/2= 52.2x20/2= 522 kN

This will be taken by the disribution steel and wall section.

b ) Tank full with water, and no earth fill outside

The Ground level is located at 2.5m above the bed Level.

Hence remaining 5.71-2.5 m is assumed as without earth but with water pressure

P = Yw.H = 9.81x3.21 31.49 kN/m2

M= p.H/2.H/3 = 31.49x3.21/2x3.21/3= 54.1 kN-m

8/11/2019 r-111111

5/40

Ast = 54.08 x10 6/150/.874/715 576.9364 mm2

Using 16mm bars spacing = 1000x201/1309.53 153.4902 mm2

provide 16mm bars @150c/c Inner face

However extend these bars into base.

Direct Tension in Long walls

as the wall is very long it is difficult to find Direcvt Tension. However

Since the top portion of short walls act as slab supported on long walls , the water pressure

acting on short walls will cause tension in long walls

PL= P. B/2 where p=9.81x4.2 = 41.2 kN/m at I.5 M above bas

PL= 41.202x20*.5 412 kN

As reqd = 2746.67 mm2

Design of Short walls

a)Tank Empty, with pressure of saturated soil from outside

8/11/2019 r-111111

6/40

1) Top portion: The bottom portion 1.5m (>H/4) acts as cantilever, while the remaining 4.2m acts as slab sup

on Long walls

At h= 1.50 m (>H/4)

Pa= Kay'(H-h)+ Yw(H-h)= =1/3x 11.19x4.2+9.81x4.2= 56.868 kN/m2

Mf(at Supports ) = Pa L2/12 = 56.868x4^2/12 75.824 kN-m

M (at Center) =PAL2/8-Mf= 37.912 kN-m

=PAL2/24

d= 350-(25+16+8)= 301 mm

At supports, Ast = 1921.49 mm2

Using 16 mm bars s= 1000x201/1921 = 104.6063

provide 16mm @100mm c/c at the outer face

at Mid span = 0.5x1921 960.5 mm2

Min Ast = 805 mm2

Hence provide 16 mm @200 c/c

ii)Bottom Portion:

The bottom 1 m wil bend as cantilever.Intensity of earth pressure at bottom = 76.97 kN/m2

M= (76.97 x1.425x.5)x1/3 18.33 kN-m with Tension outside face

Ast = 77.18x1000/150/.874/305 = 821.13 mm2

Min. steel = 805 mm2

spacing of 16mm bars @ 245 mm

8/11/2019 r-111111

7/40

8/11/2019 r-111111

8/40

Direct Tension in short wall, due to water pressure on the end one meter width of long walls is

PB = w(H-h)x1 = 31.392 kN

effective depth d for horizontal steel = 715 mm

Distance x = d-T/2 = =715-375= 340 mm

Hence Net BM = M-Pb.x =

Astx1 = 65.4x10^6-31392x340/150/.874/715

583.84 mm2

Astt2 = Pb/sh = 379.12 mm2

Total Ast1+Ast2 = =715+379 = 1094.12 mm2

using 12 mm bars, s= 103.37 c/c

provide 12mm @100c/c inner face

At the outside face (middle of short walls)

Ast1 = Mc-PB.x/st.j.d =(32.7x10^6 - 31392x340)/150x0.874x715

234.99 mm2

Ast2 = 379.12 mm2

Total = 614.11 mm2

Min. Ast = 805.00 mm2 As found earlier

using 12mm, spacing 140.37 mm2

provide 12 mm @ 125c/c

4 Design of Long wall with surcharge of Traffic Load (20kN/m3)

a) Tank empty with pressure of saturated soil outside

8/11/2019 r-111111

9/40

The Extra height due to surcharge = =w/Y = 0.95

Pa= Ka'H + wH =

here,

Ka = 1-sin300/1+sin300 0.33

' = 21.00 kN/m3 9.81 = 11.2 kN/m3

Pa= 0.33x11.19x5.7+(9.81x (5. 86.28 kN/m2

The Height of earth Level = 2.50 say 3 m

Max BM at the base of wall = 86.28x5.7/2x5.7/3 = 467.21 kN-m

d= 635.46

Provide Total depth = 750 mm

d= 715.00 mm

Ast= 467.21*10^6/150/.874/715 = 4984.29

using 25 bars spacing = 1000*491/4984.29 100 mm

provide 25mm bars at 100c/c at outside face

Distribution steel @0.3% for 100 mm thick and

0.00 for 450

Dostribution steel = .3-.1(350-100)/(450-100)= 0.23

Astd = 0.23x350*1000/100 = 805 mm2

8/11/2019 r-111111

10/40

Area to be provided by each face = 403 mm2

Spacing of 10 mm bars = 194.79 mm c/c

Provide 20 mm @175c/c on each face

5 Deign of Bottom slab

Assume thickness of R 1000.00 mm

The uplift pressure on bottom slab is given by

Pu = wH1 =

=9.81(2.5+.5) = 29.43 kN/m2

Check for floatation:

The whole tank must be checked against floatation when the tank is empty.

Total upward floatation force = Pu = =PuxBxL =

29.43x 20x142 = 83581.2 kN

The downward force consists of weight of the tank.

Weight of the walls = =(.3+.75)*(142+142+20+2 1969.758 kN

Wt of the base slab = =1x20x142x25 = 71000 kN

Total weight of the tank = 72969.758 kN

The difference = 10611.442 kN

Hence the weight of the tank is less than floatation force.

Increasing the base slab projections 1 m alround we get =

8/11/2019 r-111111

11/40

= ((.75*142)+(.75*20))*1*25 = 3037.5 kN

Increasing base depth from 1m to 1.2m = 85200

Weight of the walls = =(.3+.75)*(142+142+20+2 1969.758 kN

Wt of the base slab = =1x20x142x25 = 85200 kN

Total weight of the tank = 90207.258 kN

The difference = 6626.058 kN

Hence the weight of the tank is more than the floatation force. at I.5 M above bas

Hence the tank is safe in buoyancy

The Total weight of the tank = 90207.258 kN

Wt of the water = =4.79*20*142*9.81 = 133451.316

Total weight is = 223658.574

The area of the tank = 20x 142 = 2840 m2

The net upward pressure = 78.75 kN/m2

SBC of the soil = 95 kN/m2

Hence base slab is safe in bearing

Base slab is designed as Oneway slab

Consider One meter length of the slab

upward pressure is = 29.43 kN/m2

Wt of slab = =1x1x1.2x25 = 30 Kn/m2

Net un balanced force = 0

Hence Nominal reinfoircemenmt is required.

provide @ .2% bothways both sides .2x1200x1000/100

8/11/2019 r-111111

12/40

2400 mm2

Both sides @ 1200 mm2

provide 16@ 167.50 c/c

provide 16 @ 150.00 mm c/c both top and bottom

8/11/2019 r-111111

13/40

8/11/2019 r-111111

14/40

8/11/2019 r-111111

15/40

8/11/2019 r-111111

16/40

8/11/2019 r-111111

17/40

8/11/2019 r-111111

18/40

100)/(450-100)

3.21

8/11/2019 r-111111

19/40

4.2

.

8/11/2019 r-111111

20/40

ported

491

804

8/11/2019 r-111111

21/40

8/11/2019 r-111111

22/40

8/11/2019 r-111111

23/40

8/11/2019 r-111111

24/40

8/11/2019 r-111111

25/40

.

8/11/2019 r-111111

26/40

8/11/2019 r-111111

27/40

8/11/2019 r-111111

28/40

8/11/2019 r-111111

29/40

Deisgn of Ramp

Design of Slab

Here the aspect ratio Ly/Lx is greater than 2 hence the slab is designed as a one way slab.

Effective depth required 125 mm

OneShortEdgeDisContinuous:

Basic dimensions of slab = Lx Ly

4.5 10

Basic Ly/Lx ratio = 2.222 >2

Hence designed as an one way slab

Clear cover to reinforcement d' = 25 mm

Provided overall depth D = 250.00 mm

Effective depth d = 217.00 mm

Diameter of bar f = 16 mm

Select Grade of Concrete fck = 20 N/mm

Select Grade of Steel fy = 415 N/mm

Load calculation :

Dead load of the slab DL = 6.250 kN/m

8/11/2019 r-111111

30/40

Floor finish(Roof finish) FF = 1 kN/m

Live load LL = 20 kN/m

Total load TL = 27.250 kN/m

Moment and Area of Steel calculations:

Mu Mu/bd Pt Ast reqd Min Ast Dia Spaci Ast pro

kN.m N/mm

2

% mm mm mm mm mm

103.46 2.20 73.24% 1589.32 260.4 16 125 1608.50 safe

Provide 16mm @125 c/c

Distribution steel @ 0.12%

=.12*1000x250/100 300 mm2

spacing of 10 mm 261.6666667 mm

provide 10mm @ 250c/c

Design of Ramp Beams

Edge Beams

Beam = 230x 500

8/11/2019 r-111111

31/40

d= 465.00 mm

Load on Beam B1 =wlx/3 = =27.25*4.5/3 40.875 kN/m

40.88 kN/m

Moment = wl2/8 = 40.875x4.5x4.5/8 103.46 kN-m

Mu = 1.5x103.46= 155.19 kN-m

Mu/bd2

= 155.19x10^6/100 0.71772

Pt = 0.24 %

Ast = =.24*1000*465/100 1112.5 mm2

provide 4 Nos of 20mm at Bottom

provide 2-16 mm at top

Shear Design

shear to be designed = = wl/2 = 61.3125 kN

shear Stress = 61312.5/230*465 = 0.573281907 N/mm2

percentage at supports = =402/230/465x10 0.38

shear stregh of concrete = 0.26

shear to be resisted = 0.12x230x465 = 33.5055 kN

8/11/2019 r-111111

32/40

spacing of 8 mm two legged stirrups = =2x50x.87x415x465/34

= 501.077 mm

provide 8mm @ 200c/c

Middle Beams

Beam = 230x 700

d= 665.00 mm

Load on Beam B1 =2xwlx/3 = =2x27.25*4.5/3 81.75 kN/m81.75 kN/m

Moment = wl2/8 = 81.75x4.5x4.5/8 206.93 kN-m

Mu = 1.5x206.93= 310.4 kN-m

Mu/bd2

= 310.4x10^6/1000 0.7

Pt = 0.23 %

Ast = =.23*1000*465/100 = 1551.7 mm2

provide 5 Nos of 20mm at Bottom

provide 2-16 mm at top

provided Ast = 1570.00 mm2

Shear Design

shear to be designed = = wl/2 = 122.625 kN

8/11/2019 r-111111

33/40

shear Stress = 122625/230*465 = 0.8 N/mm2

percentage at supports = =402/230/665x10 0.26

shear stregh of concrete = 0.22

shear to be resisted = 62.031 kN

spacing of 8 mm two legged stirrups = =2x50x.87x415x665/62

= 387.062 mm

Provide 8mm @ 200c/c

Design of Ramp columns

Load on Edge Columns = 1.5*.5*2.5*4.5*27. 229.9 kN

Load on Middle Columns = 1.5*5*4.5*27.25*. 459.8 kNCapacity of 300x300 with 6-12 Bars = =.45*20*(300x300-6*113)+.67x113 = 804 kN > 459.8

Hence provide 300x 300 columns with 6-12mm bars

Design of Walk Way

Span of walkway = 0.9 m

Loads:

Live load = 2 kN/m2

Assume Thickness 0.1 m

Self wt = 2.5 kN/m2

8/11/2019 r-111111

34/40

FF = 1

Total = 5.5 kN/m2

factored = 8.25 kN/m2

Moment = wl2/2 = 3.34125 kN-m

Ast = 238.8720912 mm2

Spacing of 8mm = 210.0840336 mm

Provide 8mm @150c/c

Design of Raft for Ramp

1.094.2

0.5 5 5 0 0.50

3 0.5

460 460 460

2.25

0

2.25

460 460 460

5.00

RAFT FOOTING-6

8/11/2019 r-111111

35/40

0

0

0

0 0 0 0

0.00

1.08 11.00

8/11/2019 r-111111

36/40

0.50 0 0.5 0 5 0.50

460 460

4.5

460 460

0

0 0

0

0 0 0 0

0

0

0.5

Total load on footing( factored load) = 2760 kN

total load on the footing(Unfactored load) = 2024.00 kN

Safe Bearing capacity of soil = 95.00 kN/m2

8/11/2019 r-111111

37/40

8/11/2019 r-111111

38/40

ex = eccentricity along xx axis = 0.00 m

ey = eccentricity along yy axis = 0.67 m

Mx = Moment about xx axis Mx = P*ey = 1226.7 kN-m

My = Moment about yy axis My = P*ex = 0 kN-m

upward soil pressure

sigma = 60.21818182 6.690909091

60.21818182 < 95.00 kN/m2

safe

cantilever bending moment M = w l2/2 = 7.5 kN-m

simply supported Bending Moment, M = wl2/8 = 228 kN-m

Maximum Bending Moment, Mu = 228 kN-m

Depth of footing from Bending Moment consideration

Charectaristic strength of concrete.fck = 20 N/mm2

Yeild strength steel.fy = 415 N/mm2

Effective depth of beam, d=sqrt(Mu/0.138*fck*b) = 351.78 mm

8/11/2019 r-111111

39/40

Assumed overall depth, D = 665.86 mm

d/2+1100

Depth of footing from shear consideration

Charectaristic strength of concrete.fck = 20 N/mm2

Shear strength of concret, tc = 1.12 N/mm2

d+200

At edge(Node No.2131)

Perimeter, bo = (d/2+1100)+(d+200)+(d/2+1100)

= 2d+2400 m

Nominal shear stress,tv = V/bo*d

1391*10^3/((2d+2400))*d = 1.25

d = 357 mm

Adopt effective depth of footing is = 1140 mm

Provide overall depth 1200 mm

Area of steel required = 559.179 mm

2

Min. area steel = 0.12%bd = 1008 mm2

Dia of Bar = 16 mm

Area of one bar = 201.0624 mm2

Required spacing of steel = 359.6 mm

8/11/2019 r-111111

40/40

Provide spacing of steel = 150 mm

Provide 16mm @150 mm c/c spacing