STAAD.foundation Tank Ringwall Calculation Sheet

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Tank Foundation Ringwall Design

API 650

Input Parameters

Footing Geometry

Footing Centreline Diameter (F_d) : 348.960 ft

Minimum Ringwall Width (Fw_min): 1.000 ft Maximum Ringwall Width (Fw_max): 20.000 ft

Ringwall Height (Fh): 5.000 ft Compacted Granular Fill (D_s): 3.000 ft Width Dimension Increment (wid_inc): 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 (D_i) : 29.000 ft

Height of Tank Shell (H_s): 16.080 ft Average Thickness of Tank (T_avg): 1.000 in

Thickness of Tank Bottom (T_bot): 0.310 in Thickness of Tank Roof (T_rf): 0.500 in Yield Strength of Bottom Plate (F_by): 36.000 ksi

Elastic Modulus of Tank Shell (E_s): 29000.000 ksi Insulation Thickness (T_ins): 0.300 in

Fluid Properties

Nominal Product Volume (Vol_test) : 11159.000 ft3 Operating Product Volume (Vol_oper): 11159.000 ft3 Specific Gravity of Liquid Stored (SG): 0.800

Miscellaneous Loading

Internal Operating Pressure ( _oper) : 0.000 psi

Internal Test Pressure ( _test): 0.000 psi Minimum Roof Snow Load (Snow): 0.000 kip/ft2

Snow Importance Factor (I_snow): 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

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Wind Speed (V) : 80.000 mph Wind Directional Factor (K_d): 0.950

Wind Exposure (Exp): C Exposure Case (Case): Case 2 Topographical Factor (K_zt): 1.000

Importance Factor (I_w): 1.150 Gust Wind Effect Factor (G): 0.850 Net Force Coefficient (C_f): 0.800 Partial Wind Case (W%): 50.000

Seismic Load

Spectral Response Acceleration at Short Periods (S_s) : 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 (T_L): 12.000 sec Seismic Use Group (SUG): I

Site Class (Class): A Impulsive Response Modification Factor (R_wi): 3.500 Convective Response Modification Factor (R_wc): 2.000 Importance Factor (I_eq): 1.000

Design Parameters

Soil Properties

Allowable Bearing Pressure (SBC) : 2.000 kip/ft2

Soil Density (Y_soil): 110.000 lb/ft3 Coefficient of Friction (): 0.400 Soil Bearing Multiplication Factor for Wind and Siesmic Load Case

(SBF): 1.330 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 (f_c) : 4.000 ksi

Concrete Density (Y_c): 150.000 lb/ft3 Concrete Cover (cc): 3.000 in Yield Strength of Rebar (f_y): 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) = D_i + 2.T_avg: 29.167 ft Top of Ringwall to Top of Berm (e) = F_d - D : -0.087 ft

Miscellaneous attachment weight is considered for Weight of Tank Shell and Roof Weight of Tank Shell (W_s): 63.089 kip

Weight of Tank Roof (W_r): 14.345 kip Weight of Tank Floor (W_f): 8.470 kip

Snow Load (W_snow): 0.000 kip Live Load (W_live): 0.000 kip Tank Empty Weight (W_empty) = W_s + W_r + W_f: 85.904 kip

Density of Fluid (Y₁) = SG.Y_water: 0.04977 kip/ft3 Nominal Fluid Weight (Fluid_test)= Vol_test.Y₁: 555.343 kip Operating Level Fluid Weight (Fluid_Oper)= Vol_oper.Y₁: 555.343 kip Tank Test Load (W_test) = W_empty + Fluid_test: 641.247 kip Tank Operating Load (W_oper) = W_empty + Fluid_oper: 641.247 kip

Wind Load Calculations

Wind Load Calculation per ASCE 7-05 Wind Speed : 80.000 mph

Wind Directionality Factor (K_d) : 0.950. . . . per ASCE 7-05 Table 6-4 Topographic Factor (K_zt) : 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 (C_f) : 0.800. . . . per ASCE 7-05 Fig. 6-20 & Fig. 6-21 Partial Wind Percentage : 50.000 %

Design Wind Pressure (P) = 0.00256 K_d.K_z.K_zt.v2_.I.G.C

f psf - per ASCE7-05 6.5.10 & 6.5.15

Elevation K_z Pressure Width Area Shear Moment

ft - kip/ft2 ft ft 2 _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

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Design Spectral Response Acc. Parameter at 1 sec (S_D1) : 0.572. . . . per ASCE 7-05 11.4.1 T_O: 0.083 s. . . . per ASCE 7-05 Table 15.4-2

T_S: 0.413 s. . . . per ASCE 7-05 11.5.1

D_H: 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 (W_i) 384.731 384.731 kip Convectve Product

Seismic Weight (W_c) 249.973 249.973 kip Impulsive Component

Base Shear (V_i) 186.393 186.393 kip Convective

Component Base

Shear (V_c) 18.771 18.771 kip

Total Design Base

Shear (V) 187.336 187.336 kip

Impulsive Fluid Force

Height (X_i) 6.263 6.263 ft

Convective Fluid

Force Height (X_c) 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 (X_is) 11.830 11.830 ft Slab Moment Convective Fluid Height (X_cs) 10.486 10.486 ft

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Vertical Seismic Force Coefficient

0.265 Vertical Seismic per API E.6.1.3

Freeboard Check

Available Freeboard Height, -0.622 ft Vertical Seismic per API E.6.1.3

A_f= 0.105 per API650 E.7.2-2, E.7.2-3, E.7.2-4 & E.7.2-5 1.532 ft per API650 E.7.2-1

Freeboard Requirement, 1.073 ft

FB< FR, Hence Freeboard Requirement Is Not Satisfied

Internal Pressure Calculation

Total upward force due to internal pressure :

= 0.000 kip

Internal pressure around the perimeter :

= 0.000 kip/ft

Load Combination

Allowable Stress Design Factors (Service Loads)

Empty Operating Test _PressureInternal _PressureExternal _{Pressure Snow}Test Live Wind Earthquake 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.40 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.40 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.40 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.40 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.40 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.40 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.40 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.40 0.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.40 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.40 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.40 0.00 0.10 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.10 0.00 0.00 1.00

Ultimate Stress Design Factors

Empty Operating Test _PressureInternal _PressureExternal _{Pressure Snow}Test Live Wind Earthquake 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00

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0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.40 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.40 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.40 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.40 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.40 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.40 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.40 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.40 0.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.40 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.40 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.40 0.00 0.10 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.10 0.00 0.00 1.00

Applied Loads At Top of Ringwall- Service Stress Level

LC Axial _(kip) Shear _(kip) Moment _(kip-ft)

1 -641.247 0.000 0.000 2 -641.247 0.000 0.000 3 -85.904 4.851 0.000 4 -641.247 4.851 0.000 5 -85.904 4.851 0.000 6 -641.247 4.851 0.000 7 -641.247 0.000 0.000 8 -641.247 0.000 0.000 9 -85.904 0.000 0.000 10 -85.904 0.000 0.000 11 -641.247 0.000 0.000 12 -641.247 0.000 0.000 13 -471.092 187.336 1262.012 14 -471.092 187.336 1262.012

Applied Loads At Top of Ringwall- Strength Level

LC Axial _(kip) Shear _(kip) Moment _(kip-ft)

15 -641.247 0.000 0.000 16 -641.247 0.000 0.000 17 -85.904 4.851 0.000 18 -641.247 4.851 0.000 19 -85.904 4.851 0.000 20 -641.247 4.851 0.000 21 -641.247 0.000 0.000 22 -641.247 0.000 0.000 23 -85.904 0.000 0.000 24 -85.904 0.000 0.000 25 -641.247 0.000 0.000 26 -641.247 0.000 0.000 27 -471.092 187.336 1262.012 28 -471.092 187.336 1262.012

Design Calculations

Tank Stability

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W_a- 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 per API650 E.6.2.1.1-1b

Tank Shell and Roof Weight Per Unit

Length, 0.845 kip/ft

Snow load per unit length, 0.000 kip/ft

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

Anchorage Ratio, 0.111

J<=1.54 , Tank is stable

Internal Soil Bearing Check

(Below Tank Floor)

Maximum Internal soil bearing check (below tank bottom plate) for dead load case 0.003 kip/ft^2

Maximum Internal soil bearing check (below tank bottom plate) for seismic load case

0.002 kip/ft^2

Governing Internal Soil Bearing

SB_int = max(SB_{int_dl},SB_{int_eq}) = 0.003 kip/ft^2 SB_int < SBC, Hence Internal Soil Bearing is OK

Ringwall Soil Bearing

Governing Load Case For Ringwall Soil Bearing Check: 1

Allowable Ring Wall Soil Bearing Check: 2.000 kip/ft^2 Maximum Ring Wall Soil Bearing : 1.962 kip/ft^2

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SB_ring < SBC, Hence Ringwall Soil Bearing is OK Ringwall Dimension After Soil Bearing Check

Footing Width (F_W) : 3.250 ft Footing Depth (F_h) : 5.000 ft

Entire Foundation Self Weight W_{fdn_total} : 223.960 kip

Overturning Check

Governing Load Case for Overturning Check: 1

Governing Overturning Moment (M_s) 2103.968 kip-ft

Overturning Safety Ratio =

5.040 Tank Foundation Passes Overturning Check

Sliding Check

Governing Load Case For Sliding Check : 1

Total Shear : 187.336 kip 1.224

Tank Foundation Fails In Sliding Check

Reinforcement Calculations

Hoop Steel

Governing Load Case : 1

Unfactored Hoop Tension : 80.659 kip per PIP STE03020 5.6.3.3 Area of Hoop steel

required : = 5.850 in2 Per PIP STE03020 5.6.3.4 and API 650 B.4.2.3

Twist Steel

Governing Load Case : 1 A_{s_Twist}: 7.800 in2 Twist Moment Lever Arms

z_1 : 0.080 ft z_2 : 0.853 ft P_T = Total Load on Tank

W_P = Product load on Tank Bottom E = Linear Earthquake Load on Ringwall L = Distance from tank shell to inside edge of ringwall Twist Moment in Ringwall per PIP STE03020 4.6.5.6 per Section 10.9 of Roark's Formulas for Stress and Strain and per PIP STE03020 4.6.5.6

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M_u: 51.945 kip-ft Mimimum Rebar Size : #8

Maximum Rebar Size : #10 Minimum Stirrup Size : #8 Maximum Stirrup Size : #10

Governing Load Case : 1 : 4.614 ft : 7.800 in2 : 0.070 kip/ft : 0.000 : 7.800 in2 Total Area of Reinfocement Required : : 13.650 in2

Stirrup Design

Minimum stirrup requirement : :3.510 in2

Minimum Strirrup Spacing : 6.000 in Maximum Stirrup requirement : 18.000 in Reinforcement distribution is based on Temperature

and Shrinkage steel requirement per API650 B4.2.3 and per ACI 318 14.3

Vertical Steel Requirement : 7.020 in2

Horizontal Steel Requirement : 11.700 in2

Provide #8 - 10 Reinforcement Bars Along The Section of _Ringwall Provide #9 @ 6.00 in o.c. Two Legged Stirrups