Water Tank on Ground

8/12/2019 Water Tank on Ground

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WATERTANK ON GROUND:

DESIGN OF ROOF SLAB:

Short Span 3150.00 mm

Long Span 2150.00 mm

Thickness of slab 150.00 mm

Load/Unit Area .01 N/Sq.mm

Permissible stresses:Uncracked Section

Concrete: M20

Direct Tension [Ft] 1.2000 N/Sq.mm

Tension due to Bending [Ftb] 1.7000 N/Sq.mm

Direct Compression [Fc] 5.0000 N/Sq.mm

Compression due to Bending [Fcb] 7.0000 N/Sq.mm

Steel: Fe415Strength in Steel [Fy] 150.0000 N/Sq.mm

Moment Short Span 4583.78 Nmm/mm

Area of Steel .34 Sq.mm/mm

Moment Long Span 2037.24 Nmm/mm

Area of Steel .34 Sq.mm/mm

Design of Long Wall:


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Density of Liquid [w] .00 N/Cu.mm

Length of wall [b] 3000.00 mm

Depth of Liquid [a] 3500.00 mm

b/a Raio 0.86


Concrete: M20

Direct Tension [Ft] 1.2000 N/Sq.mm

Tension due to Bending [Ftb] 1.7000 N/Sq.mm

Direct Compression [Fc] 5.0000 N/Sq.mm

Compression due to Bending [Fcb] 7.0000 N/Sq.mm

Steel: Fe415

Strength in Steel [Fy] 150.0000 N/Sq.mm

"Wall Panel top free, Bottom and Vertical Edges Fixed"

________________________________________________________________

x/a y = 0 y = b/4 y = b/2

mx my mx my mx my

________________________________________________________________

Moment Coefficients, Table3, IS:33701967:

0 0 0.00614 0 0.00143 0 0.01171

1/4 0.00143 0.00929 0 0.00243 0.00329 0.01614

1/2 0.00671 0.01129 0.00329 0.00386 0.00429 0.02214

3/4 0.00743 0.00057 0.00386 0.00343 0.00343 0.016

1 0.02871 0.00586 0.018 0.00386 0 0

Moment values: Nmm/mm

0 .0 2633.7 .0 612.5 .0 5022.5

1/4 612.5 3981.2 .0 1041.3 1408.7 6921.2

1/2 2878.7 4838.7 1408.7 1653.7 1837.5 9493.8

3/4 3185.0 245.0 1653.7 1470.0 1470.0 6860.0

1 12311.3 2511.3 7717.5 1653.7 .0 .0


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Depth Computation: Constant R = .3060

0 .0 92.8 .0 44.7 .0 128.1

1/4 44.7 114.1 .0 58.3 67.8 150.4

1/2 97.0 125.7 67.8 73.5 77.5 176.13/4 102.0 28.3 73.5 69.3 69.3 149.7

1 200.6 90.6 158.8 73.5 .0 .0

Depth Provided: mm

0 250.0 250.0 250.0 250.0 250.0 250.0

1/4 250.0 250.0 250.0 250.0 250.0 250.0

1/2 250.0 250.0 250.0 250.0 250.0 250.0

3/4 250.0 250.0 250.0 250.0 250.0 250.01 250.0 250.0 250.0 250.0 250.0 250.0

Area of steel required: Sq.mm/mm

0 .514 .514 .514 .514 .514 .514

1/4 .514 .514 .514 .514 .514 .514

1/2 .514 .514 .514 .514 .514 .514

3/4 .514 .514 .514 .514 .514 .514

1 .514 .514 .514 .514 .514 .514

Moment of resistance of the section: Nmm/mm

0 18924.2 18924.2 18924.2 18924.2 18924.2 18924.2

1/4 18924.2 18924.2 18924.2 18924.2 18924.2 18924.2

1/2 18924.2 18924.2 18924.2 18924.2 18924.2 18924.2

3/4 18924.2 18924.2 18924.2 18924.2 18924.2 18924.2

1 18924.2 18924.2 18924.2 18924.2 18924.2 18924.2

Design of Wall Footing:

Total Base Width = 1500.0000 mm

Toe Projection = 300.0000 mm

Thickness of Base slab = 300.0000 mm

Effective cover = 25.0000 mm


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Concrete: M20

Direct Tension [Ft] = 1.2000 N/Sq.mm

Tension due to Bending [Ftb] = 1.7000 N/Sq.mm

Direct Compression [Fc] = 5.0000 N/Sq.mm

Compression due to Bending [Fcb] = 7.0000 N/Sq.mm

Steel: Fe415

Strength in Steel [Fy] = 150.0000 N/Sq.mm

Stability Calculations:

No. Description Weight Eccn. Moment

N/mm mm Nmm/mm

1 Due to Roof 6.0697 425.0000 2579.61972 Due to Wall 22.5000 425.0000 9562.5000

3 Due to Base 9.3750 750.0000 7031.2500

4 Due to Water 33.2500 1025.0000 34081.2500

5 Due to Soil 3.6000 150.0000 540.0000

6 Due to TRB .0000 425.0000 .0000

Wall Moment 7717.5000

Total 74.7947 46077.1197

Z = Total Moment/Total Load = 616.0480 mm

Eccentricity e = B/2Z = 133.9520 mm

Maximum Upward Pressure = .0766 N/Sq.mm

Minimum Upward Pressure = .0231 N/Sq.mm

Design of Heel Slab:

Width of Heel = 950.0000 mm

Thickness of Heel = 300.0000 mm

Height of Liquid = 3500.0000 mmPressure @ Junction = .0570 N/Sq.mm


N/mm mm Nmm/mm

1 Due to Water 33.2500 475.0000 15793.7500


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2 Due to Base 7.1250 475.0000 3384.3750

Due to Earth pressure 15535.0037

Design moment 3643.1213

Area of steel required = .5829 Sq.mm/mm

Resisting Moment = 27944.1143 Nmm/mm

Reinforcement Provision:

Provide #[email protected]/C Both ways

Design of Toe Slab:

Width of Toe = 300.0000 mm


Foundation Depth = 1000.0000 mm

Pressure @ Junction = .0659 N/Sq.mm


N/mm mm Nmm/mm

1 Due to Soil 3.3600 150.0000 504.0000

2 Due to Base 2.2500 150.0000 337.5000







Design of Short Wall:

Density of Liquid [w] = .00 N/Cu.mm

Length of wall [b] = 2000.00 mm

Depth of Liquid [a] = 3500.00 mm

b/a Raio = .57



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Concrete: M20





Steel: Fe415Strength in Steel [Fy] = 150.0000 N/Sq.mm

"Wall Panel top free, Bottom and Vertical Edges Fixed"

________________________________________________________________

x/a y = 0 y = b/4 y = b/2

mx my mx my mx my

________________________________________________________________

Moment Coefficients, Table3, IS:33701967:

0 .00000 .00186 .00000 .00029 .00000 .00343

1/4 .00029 .00586 .00000 .00129 .00129 .00600

1/2 .00286 .00714 .00129 .00157 .00229 .01129

3/4 .00486 .00629 .00157 .00157 .00157 .00871

1 .01757 .00357 .01000 .00229 .00000 .00000

Moment values: Nmm/mm

0 .0 796.2 .0 122.5 .0 1470.0

1/4 122.5 2511.3 .0 551.3 551.3 2572.5

1/2 1225.0 3062.5 551.3 673.7 980.0 4838.7

3/4 2082.5 2695.0 673.7 673.7 673.7 3736.2

1 7533.8 1531.3 4287.5 980.0 .0 .0

Depth Computation: Constant R = .3060

0 .0 51.0 .0 20.0 .0 69.3

1/4 20.0 90.6 .0 42.4 42.4 91.7

1/2 63.3 100.0 42.4 46.9 56.6 125.7

3/4 82.5 93.8 46.9 46.9 46.9 110.5

1 156.9 70.7 118.4 56.6 .0 .0


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Depth Provided: mm

0 250.0 250.0 250.0 250.0 250.0 250.0

1/4 250.0 250.0 250.0 250.0 250.0 250.0

1/2 250.0 250.0 250.0 250.0 250.0 250.03/4 250.0 250.0 250.0 250.0 250.0 250.0

1 250.0 250.0 250.0 250.0 250.0 250.0

Area of steel required: Sq.mm/mm

0 .514 .514 .514 .514 .514 .514

1/4 .514 .514 .514 .514 .514 .514

1/2 .514 .514 .514 .514 .514 .514

3/4 .514 .514 .514 .514 .514 .5141 .514 .514 .514 .514 .514 .514

Moment of resistance of the section: Nmm/mm

0 18924.2 18924.2 18924.2 18924.2 18924.2 18924.2

1/4 18924.2 18924.2 18924.2 18924.2 18924.2 18924.2

1/2 18924.2 18924.2 18924.2 18924.2 18924.2 18924.2

3/4 18924.2 18924.2 18924.2 18924.2 18924.2 18924.2

1 18924.2 18924.2 18924.2 18924.2 18924.2 18924.2

Design of Wall Footing:

Total Base Width = 1500.0000 mm

Toe Projection = 300.0000 mm

Thickness of Base slab = 300.0000 mm

Effective cover = 25.0000 mm


Concrete: M20





Steel: Fe415


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Strength in Steel [Fy] = 150.0000 N/Sq.mm

Stability Calculations:


N/mm mm Nmm/mm

1 Due to Roof 6.0697 425.0000 2579.6197

2 Due to Wall 22.5000 425.0000 9562.5000

3 Due to Base 9.3750 750.0000 7031.2500

4 Due to Water 33.2500 1025.0000 34081.2500

5 Due to Soil 3.6000 150.0000 540.0000

6 Due to TRB .0000 425.0000 .0000

Wall Moment 4287.5000

Total 74.7947 49507.1197

Z = Total Moment/Total Load = 661.9068 mm

Eccentricity e = B/2Z = 88.0932 mm

Maximum Upward Pressure = .0674 N/Sq.mm

Minimum Upward Pressure = .0323 N/Sq.mm

Design of Heel Slab:

Width of Heel = 950.0000 mm

Thickness of Heel = 300.0000 mmHeight of Liquid = 3500.0000 mm

Pressure @ Junction = .0545 N/Sq.mm


N/mm mm Nmm/mm

1 Due to Water 33.2500 475.0000 15793.7500

2 Due to Base 7.1250 475.0000 3384.3750







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Design of Toe Slab:

Width of Toe = 300.0000 mm


Foundation Depth = 1000.0000 mmPressure @ Junction = .0604 N/Sq.mm


N/mm mm Nmm/mm

1 Due to Soil 3.3600 150.0000 504.0000

2 Due to Base 2.2500 150.0000 337.5000







Water Tank on Ground

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