STAAD.foundation Tank Ringwall Calculation Sheet

Tank Foundation Ringwall Design

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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

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Wind Speed (V) : 80.000 mph Wind Directional Factor (Kd): 0.950 Wind Exposure (Exp): C Exposure Case (Case): Case 2 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 1 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

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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

2

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

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Design Spectral Response Acc. Parameter at 1 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

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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

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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

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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 1 2 3 4 5 6 7 8 9 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,

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0.04448 kip/ft^3

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Tank Foundation Ringwall Design

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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: 0 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