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DESIGN OF RECTANGULAR UNDER GROUND WATER TANK CLOSE OR OPEN FROM TOP |
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DESIGN RESULT |
| DESIGN OF RECTANGULAR UNDER GROUND WATER TANK CLOSE OR OPEN FROM TOP Height of Tank above GL in M (h1): 0.0 Depth of Tank below GL in M (h2): 2 Width of Base in M (W): 4 Length of Base Slab in M (L): 7 Tank Toe in M (b1): 0.3 Thickness of Stem at Top in M (t1): 0.15 Thickness of Stem at Base in M (t2): 0.45 Thickness of Base Slab in M (t3): 0.45 SBC at Depth " h2 " in T/M2: 10 Dia of Vertical Reinforcement: 12 Dia of Horizontal Reinforcement: 8 Concrete Grade: M30 Density of Soil in T/M3: 1.8 Steel Strength (fy) [N/MM2]: 415 Vertical Load From Roof Slab in T/M (V): 0.6 Unbalance Horizontal Load From Roof Slab in T/M (H): 0 Depth of Water Table (hw) below GL. in M: 0.0 Lateral Pressure Coefficient of Soil: 0.33 ------------------------------------------------------------------ Total Max. Load of Tank in Tons = 265.74 Total Load of Tank From Roof Slab / Platform in Tons = 24.63 Total assumed Unbalance Horizontal Load on Tank From Roof (H*W) in Tons = 0 Maximum Pressure on Base in T/M2 = 3.6 Empty Load of Tank in Tons = 187.74 Uplift Force on Tank Bottom in Tons = 147.49 FOS against uplift = 1.27 ------------------------------------------------------------------ Cantilever Stem BM on Water Face in t-m = 0.62 Cantilever Stem BM on Soil Face in t-m = 0.78 Cantilever Equivalent Stem BM on Water Face in t-m = 1 Cantilever Equivalent Stem BM on Soil Face in t-m = 1.16 Max. Stem SF in tons = 1.52 Max. Equivalent Horizontal Stem BM in t-m = 0.46 Max. Vertical Stem Compression in tons = 2.18 Max. Horizontal Stem Tension in tons = 0.98 ------------------------------------------------------------------ Equivalent Design Hogging BM in Base in T-M = 1.96 Equivalent Sagging BM in Base in T-M = 1.09 Tension in Base in Tons = 1.2 Compression in Base in Tons = 1.52 Max. Shear Force (SF) in Base in Tons = 1.34 ------------------------------------------------------------------ Actual Tensile Stress in Stem in Kg/CM2 = 1.83 Permissible Tensile Stress in Stem in Kg/CM2 = 20 ------------------------------------------------------------------ Provide Vertical Stem bars at Water Face as dia 12 MM @ 300 MM c/c Provide Vertical Stem bars Away from Water Face as dia 12 MM @ 300 MM c/c Provide Horizontal Stem bars at Each face as dia 8 MM @ 140 MM c/c ------------------------------------------------------------------ Factored Shear Stress in Stem in Kg/CM2 = 0.57 Max. Permissible Shear Stress in Stem in Kg/CM2 = 36.7 Capacity of Stem Section in Shear in Tons = 6.35 ------------------------------------------------------------------ Permissible Bending Tension in Base Slab in Kg/CM2 = 20 Actual Tensile Bending Stress in Base Slab in Kg/CM2 = 6.43 Permissible Direct Tensile Stress in Base Slab in Kg/CM2 = 15 Actual Direct Tensile Stress in Base Slab in Kg/CM2 = 0.27 Ratio is < 1.0 = 0.34 Actual Bending Tensile Stress in Base when in Comp. in Kg/CM2 = 2.1 ------------------------------------------------------------------ Provide Bothways Base Reinforcement at Water Face (Top) as dia 12 MM @ 209 MM c/c Provide Bothways Base Reinforcement at Bottom Face as dia 12 MM @ 209 MM c/c Factored Shear Stress in Base in Kg/CM2 = 0.5 Max. Permissible Shear Stress in Base in Kg/CM2 = 36.7 Capacity of Base Section in Shear in Tons = 7.51 ------------------------------------------------------------------ Total Concrete Quantity Consumed by Tank in M3 = 52.27 Total Steel Quantity Consumed by Tank in Kg = 1988.57 Clear Cover to Reinforcement is taken as 40 MM : Load Factor = 1.5 For Construction Joint details refer Standards. Design Roof Slab (If reqd.) as per IS 456. Use Minimum M30 Grade Conc. The Applied Unbalance Load { H } if any shown on Top is from Roof Slab / Platform. ooooooooooooooooooo fini oooooooooooooooooooooooo |
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