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file C foundationSource 5 2BinDebugCalcXslTank xml Tank Foundation Ringwall Design API 650 Input Parameters Footing Geometry Footing Centreline Diameter (Fd) 348 960 ft Minimum Ringwall Width.ádaaaf
Tank Foundation Ringwall Design Page of Tank Foundation Ringwall Design API 650 Input Parameters Footing Geometry Footing Centreline Diameter (Fd) : 348.960 ft Minimum Ringwall Width (Fwmin): 1.000 ft Maximum Ringwall Width (Fwmax): 20.000 ft Ringwall Height (Fh): 5.000 ft Compacted Granular Fill (Ds): 3.000 ft Width Dimension Increment (widinc): 3.000 in Distance from Tank Shell to Inside Edge of Ringwall (L): 0.600 ft Bottom of Footing Elevation (BOF): 100.000 ft Tank Properties Internal Tank Diameter (Di) : 29.000 ft Height of Tank Shell (Hs): 16.080 ft Average Thickness of Tank (Tavg): 1.000 in Thickness of Tank Bottom (Tbot): 0.310 in Thickness of Tank Roof (Trf): 0.500 in Yield Strength of Bottom Plate (Fby): 36.000 ksi Elastic Modulus of Tank Shell (Es): 29000.000 ksi Insulation Thickness (Tins): 0.300 in Fluid Properties Nominal Product Volume (Voltest) : 11159.000 ft3 Operating Product Volume (Voloper): 11159.000 ft3 Specific Gravity of Liquid Stored (SG): 0.800 Miscellaneous Loading Internal Operating Pressure ( ) : 0.000 psi oper Internal Test Pressure ( test): 0.000 psi Minimum Roof Snow Load (Snow): 0.000 kip/ft2 Snow Importance Factor (Isnow): 0.000 Miscellaneous Dead Load (Misc): 0.000 kip/ft2 Miscellaneous Live Load (Live): 0.000 kip/ft2 % Miscellaneous Weight for Attachments (Misc_wt): 5.000 kip Wind Load file://C:\foundation\Source 5.2\Bin\Debug\CalcXsl\Tank.xml 9/24/2010 Tank Foundation Ringwall Design Page of Wind Speed (V) : 80.000 mph Wind Directional Factor (Kd): 0.950 Wind Exposure (Exp): C Exposure Case (Case): Case Topographical Factor (Kzt): 1.000 Importance Factor (Iw): 1.150 Gust Wind Effect Factor (G): 0.850 Net Force Coefficient (Cf): 0.800 Partial Wind Case (W%): 50.000 Seismic Load Spectral Response Acceleration at Short Periods (Ss) : 2.599 Spectral Response Acceleration at Period of sec (S1): 1.073 Factor to adjust 5% damping to 1/2% damping (K): 1.500 Long-Period Transition Period (TL): 12.000 sec Seismic Use Group (SUG): I Site Class (Class): A Impulsive Response Modification Factor (Rwi): 3.500 Convective Response Modification Factor (Rwc): 2.000 Importance Factor (Ieq): 1.000 Design Parameters Soil Properties Allowable Bearing Pressure (SBC) : 2.000 kip/ft2 Soil Density (Ysoil): 110.000 lb/ft3 Coefficient of Friction (): 0.400 Soil Bearing Multiplication Factor for Wind and Siesmic Load Case 1.330 (SBF): Lateral Earth Pressure Coefficient (k_lateral): 0.500 Overturning Safety Ratio (OTR): 1.500 Sliding Safety Ratio (SLR): 2.000 Material Properties Concrete Compressive Strength (fc) : 4.000 ksi Concrete Density (Yc): 150.000 lb/ft3 Concrete Cover (cc): 3.000 in Yield Strength of Rebar (fy): 60.000 Minimum Rebar Size : #8 Maximum Rebar Size : #10 Minimum Stirrup Size : #8 Maximum Stirrup Size : #10 file://C:\foundation\Source 5.2\Bin\Debug\CalcXsl\Tank.xml 9/24/2010 Tank Foundation Ringwall Design Page of Minimum Stirrup Spacing : 6.000 in Strirrup Spacing Increment : 2.000 in Calculations External Diameter of Tank (D) = Di + 2.Tavg : 29.167 ft Top of Ringwall to Top of Berm (e) = Fd - D : -0.087 ft Miscellaneous attachment weight is considered for Weight of Tank Shell and Roof Weight of Tank Shell (Ws): 63.089 kip Weight of Tank Roof (Wr): 14.345 kip Weight of Tank Floor (Wf): 8.470 kip Snow Load (Wsnow): 0.000 kip Live Load (Wlive): 0.000 kip Tank Empty Weight (Wempty) = Ws + Wr + Wf : 85.904 kip Density of Fluid (Y1) = SG.Ywater : 0.04977 kip/ft3 Nominal Fluid Weight (Fluidtest)= Voltest.Y1 : 555.343 kip Operating Level Fluid Weight (FluidOper)= Voloper.Y1 : 555.343 kip Tank Test Load (Wtest) = Wempty + Fluidtest : 641.247 kip Tank Operating Load (Woper) = Wempty + Fluidoper : 641.247 kip Wind Load Calculations Wind Load Calculation per ASCE 7-05 Wind Speed : 80.000 mph Wind Directionality Factor (Kd) : 0.950 per ASCE 7-05 Table 6-4 Topographic Factor (Kzt) : 1.000 per ASCE 7-05 Fig 6-4 Exposure Case : Case2 per ASCE 6.5.6 Exposure Factor : C per ASCE 6.5.6 Importance Factor (I) : 1.150 per ASCE 7-05 Table 6-1 Gust Effect Factor (G) : 0.850 per ASCE 7-05 6.5.8 Net Force Coefficient (Cf) : 0.800 per ASCE 7-05 Fig 6-20 & Fig 6-21 Partial Wind Percentage : 50.000 % Design Wind Pressure (P) = 0.00256 Kd.Kz.Kzt.v2.I.G.Cf psf - per ASCE7-05 6.5.10 & 6.5.15 Elevation Kz Pressure Width ft - kip/ft2 ft Area ft Shear Moment kip kip-ft 0.000 0.849 15.195 29.167 0.000 0.000 0.000 15.000 0.849 15.195 29.167 437.500 4.520 33.903 16.080 0.861 15.419 29.167 31.500 0.330 5.132 =4.851 =39.035 Seismic Load Calculations Design Spectral Response Acc Parameter at Short Period (SDS) : 1.386 per ASCE 7-05 11.4.1 file://C:\foundation\Source 5.2\Bin\Debug\CalcXsl\Tank.xml 9/24/2010 Tank Foundation Ringwall Design Page of Design Spectral Response Acc Parameter at sec (SD1) : 0.572 per ASCE 7-05 11.4.1 TO : 0.083 s per ASCE 7-05 Table 15.4-2 TS : 0.413 s per ASCE 7-05 11.5.1 DH : 1.746 Ratio of Diameter to Liquid Height 0.588 Per API 650 E.4.5.2-c 5.717 s Convective Period API 650 E4.5.2-b 0.396 Impulsive Spectral Acceleration Parameter API 650 E.4.6.1-1 0.075 Convective Spectral Acceleration Parameter API 650 E.4.6.1-1 Seismic Load Calculation per API 650 Section E Parameter Operating Condition Test Condition Unit Impulsive Product Seismic Weight (Wi) 384.731 384.731 kip Convectve Product Seismic Weight (Wc) 249.973 249.973 kip Impulsive Component Base Shear (Vi) 186.393 186.393 kip Convective Component Base Shear (Vc) 18.771 18.771 kip Total Design Base Shear (V) 187.336 187.336 kip Impulsive Fluid Force Height (Xi) 6.263 6.263 ft Convective Fluid Force Height (Xc) 10.486 10.486 ft Ringwall Moment (Mrw) 1262.012 1262.012 kip-ft Overturning Effect of Seismic Forces (Slab Moment Calculation) Overtuning Seismic Forces per API 650 Section E Parameter Operating Condition Test Condition Unit Slab Moment Impulsive Fluid Height (Xis) 11.830 11.830 ft Slab Moment Convective Fluid Height (Xcs) 10.486 10.486 ft Slab Moment (Ms) 2103.968 2103.968 kip-ft file://C:\foundation\Source 5.2\Bin\Debug\CalcXsl\Tank.xml 9/24/2010 Tank Foundation Ringwall Design Page of Vertical Seismic Force Coefficient 0.265 Vertical Seismic per API E.6.1.3 Freeboard Check -0.622 ft Available Freeboard Height, Vertical Seismic per API E.6.1.3 Af = 0.105 per API650 E.7.2-2, E.7.2-3, E.7.2-4 & E.7.2-5 1.532 ft Freeboard Requirement, per API650 E.7.2-1 1.073 ft FB< FR, Hence Freeboard Requirement Is Not Satisfied Internal Pressure Calculation Total upward force due to internal pressure : = 0.000 kip = 0.000 kip Internal pressure around the perimeter : = 0.000 kip/ft = 0.000 kip/ft Load Combination Allowable Stress Design Factors (Service Loads) Empty Operating Test 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Internal Pressure 0.00 0.00 0.00 0.00 0.40 0.40 0.40 0.40 1.00 1.00 1.00 1.00 0.00 0.00 External Pressure 1.00 0.00 0.40 0.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.40 0.00 Test Pressure 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Live Wind Earthquake 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.40 0.00 0.40 0.10 0.10 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.40 0.00 0.40 0.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 Snow Live Wind Earthquake 0.00 0.00 0.00 0.00 Ultimate Stress Design Factors Empty Operating Test 0.00 1.00 0.00 Internal Pressure 0.00 External Pressure 1.00 Test Pressure 0.00 file://C:\foundation\Source 5.2\Bin\Debug\CalcXsl\Tank.xml 9/24/2010 Tank Foundation Ringwall Design 0.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Page of 0.00 0.00 0.00 0.40 0.40 0.40 0.40 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.40 0.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.40 0.00 0.40 0.10 0.10 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.40 0.00 0.40 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 Applied Loads At Top of Ringwall- Service Stress Level Axial (kip) -641.247 -641.247 -85.904 -641.247 -85.904 -641.247 -641.247 -641.247 -85.904 -85.904 -641.247 -641.247 -471.092 -471.092 LC 10 11 12 13 14 Shear (kip) 0.000 0.000 4.851 4.851 4.851 4.851 0.000 0.000 0.000 0.000 0.000 0.000 187.336 187.336 Moment (kip-ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1262.012 1262.012 Applied Loads At Top of Ringwall- Strength Level LC 15 16 17 18 19 20 21 22 23 24 25 26 27 28 Axial (kip) -641.247 -641.247 -85.904 -641.247 -85.904 -641.247 -641.247 -641.247 -85.904 -85.904 -641.247 -641.247 -471.092 -471.092 Shear (kip) 0.000 0.000 4.851 4.851 4.851 4.851 0.000 0.000 0.000 0.000 0.000 0.000 187.336 187.336 Moment (kip-ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1262.012 1262.012 Design Calculations Tank Stability Effective Specific Gravity of Liquid, file://C:\foundation\Source 5.2\Bin\Debug\CalcXsl\Tank.xml 0.04448 kip/ft^3 9/24/2010 Tank Foundation Ringwall Design Page of Wa- Resisting force of tank contents per unit length of shell circumference that may be used to resist the shell overturning moment 12.666 kip/ft Tank Shell and Roof Weight Per Unit Length, 0.845 kip/ft Snow load per unit length, 0.000 kip/ft per API650 E.6.2.1.1-1b Governing Load Case No for Tank Stability Check: Liquid Weight on Tank Floor : 0.831 kip/ft^2 Internal Pressure : 0.000 kip/ft^2 Liquid Density per unit Length : 0.000 kip/ft Factored Ring wall moment, 1262.012 kip-ft 0.111 Anchorage Ratio, J