STAAD Foundation Tank Ringwall Calculation Sheet

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 ( oper) : 0.000 psi

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

Page 1 of 9Tank Foundation Ringwall Design

9/24/2010file://C:\foundation\Source 5.2\Bin\Debug\CalcXsl\Tank.xml

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

(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 (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



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 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

Design Spectral Response Acc. Parameter at Short Period (SDS) : 1.386. . . . per ASCE 7-05 11.4.1



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



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

Af = 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

= 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 Internal Pressure

External Pressure

Test Pressure Snow 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 Internal Pressure

External Pressure

Test Pressure Snow 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

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

Effective Specific Gravity of Liquid, 0.04448 kip/ft^3



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 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

SBring < SBC, Hence Ringwall Soil Bearing is OK

Ringwall Dimension After Soil Bearing Check

Footing Width (FW) : 3.250 ft

Footing Depth (Fh) : 5.000 ft

Entire Foundation Self Weight

Wfdn_total : 223.960 kip

Overturning Check

Governing Load Case for Overturning Check: 1

Governing Overturning Moment (Ms) 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


As_Twist : 7.800 in2

Twist Moment Lever Arms

z_1 : 0.080 ft

z_2 : 0.853 ft

PT = Total Load on Tank

WP = 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



Mu : 51.945 kip-ft

Mimimum Rebar Size : #8

Maximum Rebar Size : #10

Minimum Stirrup Size : #8

Maximum Stirrup Size : #10


: 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

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STAAD Foundation Tank Ringwall Calculation Sheet

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