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• Homer Silva

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Project : Tank No:

ZUBAIR OIL FIELD DEV. 250921551TZ001

Date : 18.06.2013 Rev : 0

Anchor Chair Design Check

Note : Anchor chair design is checked in PV Elite by applying seismic force 201 kN and weight to match empty and operating weights. Skirt Data : Skirt Outside Diameter at Base Skirt Thickness Skirt Internal Corrosion Allowance Skirt External Corrosion Allowance Skirt Material Basering Input:

SOD STHK SCA

5016.0000 8.0000 1.0000 0.0000 SA-516 70

mm mm mm mm

Type of Geometry: Basering W/Gussets & Chair Cap

Thickness of Basering Design Temperature of the Basering Basering Matl Basering Operating All. Stress Basering Yield Stress Inside Diameter of Basering Outside Diameter of Basering Nominal Diameter of Bolts Bolt Corrosion Allowance Bolt Material Bolt Operating Allowable Stress Number of Bolts Diameter of Bolt Circle Ultimate Comp. Strength of Concrete Allowable Comp. Strength of Concrete Modular ratio Steel/Concrete

TBA

BASOPE DI DOU BND BCA SA NGIV DC

35.0000 60.00 SA-36 114.46 236.09 4860.0000 5170.0000

mm C

30.0000 0.0000 SA-36 114.46 16 5130.0000

mm mm

MPa MPa mm mm

MPa mm

FPC FC

20.7 8.3 9.833

MPa MPa

Thickness of Gusset Plates TGA Width of Gussets at Top Plate TWDT Width of Gussets at Base Plate BWDT Gusset Plate Elastic Modulus E Gusset Plate Yield Stress SY Height of Gussets HG Distance between Gussets RG Dist. from Bolt Center to Gusset (Rg/2) CG Number of Gussets per bolt NG

14.0000 100.0000 67.0000 200486.0 236.1 240.0000 100.0000 50.0000 2

mm mm mm MPa MPa mm mm mm

Thickness of Top Plate or Ring Radial Width of the Top Plate Circum. Width of the Top Plate Anchor Bolt Hole Dia. in Top Plate

TTA TOPWTH CMWTH BHOLE

25.0000 100.0000 190.0000 50.0000

mm mm mm mm

CA

0.0000

mm

External Corrosion Allowance

Project : Tank No:

ZUBAIR OIL FIELD DEV.

Date : 18.06.2013 Rev : 0

Anchor Chair Design Check

250921551TZ001

Dead Weight of Vessel Operating Weight of Vessel Earthquake Moment on Basering Wind Moment on Basering User Moment at the Base User Moment at the Base Percent Bolt Preload

DW ROW EQMOM WIMOM

206157.5 2178664.0 0.0 0.0

N N N-mm N-mm

[EarthQuake Case] [WindLoad Case] ppl

1347354112.0 1347354112.0 100.0

N-mm N-mm

Use AISC A5.2 Increase in Fc and Bolt Stress Use Allowable Weld Stress per AISC J2.5

(UEQMOM) (UWIMOM)

Yes Yes

Factor for Increase of Allowables per AISC A5.2 Bolt Operating Allowable Stress [Fact] SA All. Comp. Strength of Concrete [Fact] FC

1.3333 [Fact] 152.609 MPa 11.032 MPa

Note : The Concrete, Bolt and Plate Stresses have been increased by 1/3 per AISC A5.2. [Fact = 4/3] Results for Basering Analysis : Analyze Option Governing Bolt Load Condition, Wind + Dead Weight Condition: Area Available in all the Bolts 8047.4399 Trial# k 1 0.383 2 0.071 3 0.201 4 0.115 5 0.159 6 0.133 7 0.147 8 0.139 9 0.143 10 0.141

knew 0.071 0.201 0.115 0.159 0.133 0.147 0.139 0.143 0.141 0.142

Cc 1.732 0.714 1.231 0.918 1.087 0.990 1.044 1.013 1.030 1.021

Ct 2.256 2.953 2.664 2.855 2.758 2.816 2.785 2.802 2.793 2.798

z 0.418 0.487 0.458 0.477 0.468 0.473 0.470 0.472 0.471 0.472

j 0.782 0.764 0.775 0.769 0.773 0.771 0.772 0.771 0.772 0.771

Ft 225308.5 212284.4 216737.0 213418.0 214991.0 214024.2 214537.9 214241.6 214404.8 214312.6

The Actual Stress in a Single Bolt [Sbolt]: = 2 * Ft / ( T1 * Dc * Ct ) = 2 * 214364.0 / ( 0.499 * 5130.000 * 2.795 ) = 59.886 MPa , Should be less than 152.6 Thickness of the Band of Bolting Steel [T1] = Number of Bolts * Bolt Area / ( 3.14159 * Dc ) = 16 * 502.965 / ( 3.14159 * 5130.000 ) = 0.499 mm Check the Bearing Stress in the Concrete [fc(max)] = fc`[( 2kd + t3 ) / ( 2kd )] = 646.704[(2*0.142*5130.000+155.000)/(2*0.142*5130.000)] = 1.109 MPa , Should be less than 11.0

mm^2 Fs 78.0 56.1 63.5 58.4 60.9 59.3 60.2 59.7 59.9 59.8

Project : Tank No:

ZUBAIR OIL FIELD DEV. 250921551TZ001

Date : 18.06.2013 Rev : 0

Anchor Chair Design Check

Required Gusset Thickness [tg]: = P1( 6a - 2l)/Fbl²) = 8538.8789 ( 6*57.000 - 2*77.000 )/(110755.195*77.000²) = 9.525 (not less than 9.525 + 0.000 ) mm Values for table 10.3, l = 77.000 , b = 879.273 , l/b = 0.087572 Maximum Moment per unit width [Mmax]: = Max( Mx, My ) = Max( 1756.891 , 3163.089 ) = 3163.089 N Reqd Thickness of Basering, Brownell & Young Method [T]: = ( 6 * Mmax / fallow )½ + Ca = ( 6 * 3163.089 / 236.1 )½ + 0.000 = 8.966 mm Nomenclature: a = ( Dc-Ds )/2 P = Sa * Abss l = Avgwdt g1 = Gamma 1 g2 = Gamma 2 g = Flat distance / 2 Fb

Skirt Distance to Bolt Circle Maximum Bolt Load Average Gusset Width Constant Term f( b/l ) Constant Term f( b/l ) Nut 1/2 Dimension (from Tema) Allowable Bending Stress

Moment Term, based on geometry [Mo]: = P/(4pi)[1.3(ln((2lsin(pia/l)/(pig)))+1]-g1*P/(4pi) Moment Term = 9243.7979 N Required Thickness of Chair Cap [Tc]: = ( 6 * Abs(Mo) / Fb )½ + Ca = ( 6 * Abs( 9243.80 ) / 236.09 )½ + 0.0000 = 15.3279 mm Required Gusset Plate Thickness [tg]: = P / ( Stress Term * l ) + Ca = 76750.63 / ( 124.1100 * 77.000 ) + 0.000 = 9.525 (not less than 9.525 + 0.000 ) mm Required Skirt Thickness to withstand Local Bending [t]: = 1.76 * ( P*a/( m * ( h + tba ) * 1.5 * Sktope) ) 2/3 * r1/3 + Ca = 1.76*(76750*57.000/(1007.27*275.00*206)) 2/3*2508.001/3+Ca = 4.304 + 0.000 = 4.304 mm Summary of Basering Thickness Calculations Required Basering Thickness (tension) Actual Basering Thickness as entered by user

8.9663 35.0000

mm mm

Required Thickness of Chair Cap Actual Top Ring Thickness as entered by user

15.3279 25.0000

mm mm

Required Gusset thickness, + CA Actual Gusset Thickness as entered by user

9.5250 14.0000

mm mm

Project : Tank No:

ZUBAIR OIL FIELD DEV. 250921551TZ001

Date : 18.06.2013 Rev : 0

Anchor Chair Design Check

Required Thickness of Skirt for Local Stress Given Thickness of Skirt Required Gusset Height to meet local stress

4.3039 8.0000 73.5144

mm mm mm

Weld Size Calculations per Steel Plate Engineering Data - Vol. 2 Compute the Weld load at the Skirt/Base Junction [W] = SkirtStress * ( SkirtThickness - CA ) = 29.558 * ( 8.000 - 1.000 ) = 206.89 N /mm Results for Computed Minimum Basering Weld Size [BWeld] = W / [( 0.3 * UltStress ) * 2 * 0.707] = 206 / [( 0.3 * 399 ) * 2 * 0.707] = 1.220 mm Results for Computed Minimum Gusset and Top Plate to Skirt Weld Size Vertical Plate Load [Wv] = Bolt Load / ( Cmwth + 2 * ( Hg + Tta ) ) = 76750.6 / ( 190.000 + 2 * ( 240.000 + 25.000 ) ) = 106.598 N /mm Horizontal Plate Load [Wh] = Bolt Load * e / ( Cmwth * (Hg+Tta) + 0.6667 * (Hg+Tta)² ) = 76750.6 * 57.000 /(190.000 * (265.000 ) + 0.6667 * (265.000 )² ) = 45.023 N /mm Resultant Weld Load [Wr] = ( Wv² + Wh²)½ = ( 106.60² + 45.02²)½ = 115.716 N /mm Results for Computed Min Gusset and Top Plate to Skirt Weld Size [GsWeld] = Wr / [( 0.3 * UltStress ) * 2 * 0.707] = 115.72 / [( 0.3 * 399 ) * 2 * 0.707] = 0.682 mm Results for Computed Minimum Gusset to Top Plate Weld Size Weld Load [Wv] = Bolt Load / ( 2 * TopWth ) = 76750.6 / ( 2 * 100.000 ) = 383.753 N /mm Weld Load [Wh] = Bolt Load * e / ( 2 * Hgt * TopWth ) = 76750.6 * 57.00 / ( 2 * 265.000 * 100.000 ) = 82.543 N /mm

Project : Tank No:

ZUBAIR OIL FIELD DEV. 250921551TZ001

Anchor Chair Design Check

Date : 18.06.2013 Rev : 0

Resultant Weld Load [Wr] = ( Wv² + Wh²)½ = ( 383.75² + 82.54²)½ = 392.530 N /mm

Results for Computed Min Gusset to Top Plate Weld Size [GtpWeld] = Wr / [( 0.3 * Ultstress ) * 2 * 0.707] = 392.53 / [( 0.3 * 399 ) * 2 * 0.707] = 2.314 mm Note: The calculated weld sizes need not exceed the component thickness framing into the weld. At the same time, the weld must meet a minimum size specification which is 3/16 in. (4.76 mm) or 1/4 in. (6.35 mm), depending on the component thickness. Summary of Required Weld Sizes: Required Basering to Skirt Double Fillet Weld Size Required Gusset to Skirt Double Fillet Weld Size Required Top Plate to Skirt Weld Size Required Gusset to Top Plate Double Fillet Weld Size

4.7625 6.3500 6.3500 2.3141

mm mm mm mm