PV Elite 2010 Licensee: L&T - Chiyoda Limited FileName : P210-T-1170_Operating_Rev_0----------------------- Basering Calculations : Step: 19 3:34p Aug 12,2011

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Skirt Analysis

Learning

PV Elite 2010 Licensee: L&T - Chiyoda Limited FileName : P210-T-1170_Operating_Rev_0----------------------- Basering Calculations : Step: 19 3:34p Aug 12,2011

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Skirt Data : Skirt Outside Diameter at Base SOD 3509.9495 mm. Skirt Thickness STHK 40.0000 mm. Skirt Internal Corrosion Allowance SCA 0.0000 mm. Skirt External Corrosion Allowance 1.5000 mm. Skirt Material SA-283 C Basering Input: Type of Geometry: Continuous Top Ring W/Gussets Thickness of Basering TBA 38.0000 mm. Design Temperature of the Basering 38.00 C Basering Matl SA-283 C Basering Operating All. Stress BASOPE 1103.82 KG/CM2 Basering Yield Stress 2108.22 KG/CM2 Inside Diameter of Basering DI 3230.0000 mm. Outside Diameter of Basering DOU 3910.0000 mm. Nominal Diameter of Bolts BND 64.0000 mm. Bolt Corrosion Allowance BCA 0.0000 mm. Root Area of a Single Bolt Area 2857.5701 sq.mm. Bolt Material IS 2062 GR.B Bolt Operating Allowable Stress SA 1345.00 KG/CM2 Number of Bolts RN 28 Diameter of Bolt Circle DC 3720.0000 mm. Ultimate Comp. Strength of Concrete FPC 255.0 KG/CM2 Allowable Comp. Strength of Concrete FC 91.0 KG/CM2 Modular ratio Steel/Concrete 9.833 Thickness of Gusset Plates TGA 20.0000 mm. Width of Gussets at Top Plate TWDT 200.0000 mm. Width of Gussets at Base Plate BWDT 200.0000 mm. Gusset Plate Elastic Modulus E 2038900.0 KG/CM2 Gusset Plate Yield Stress SY 2108.2 KG/CM2 Height of Gussets HG 216.0000 mm. Distance between Gussets RG 145.0000 mm. Dist. from Bolt Center to Gusset (Rg/2) CG 72.5000 mm. Number of Gussets per bolt NG 2 Thickness of Top Plate or Ring TTA 46.0000 mm. Radial Width of the Top Plate TOPWTH 200.0000 mm. Anchor Bolt Hole Dia. in Top Plate BHOLE 69.0000 mm. External Corrosion Allowance CA 0.0000 mm. Dead Weight of Vessel DW 267875.7 KG Operating Weight of Vessel ROW 277364.6 KG Test Weight of Vessel TW 648510.1 KG Earthquake Moment on Basering EQMOM 348345.5 KG-M Wind Moment on Basering WIMOM 1246306.2 KG-M Vortex Shedding Moment on Basering Vormom 126741.5 KG-M User Moment at the Base [EarthQuake Case] 138386.2 KG-M (UEQMOM) User Moment at the Base [WindLoad Case] 138386.2 KG-M (UWIMOM) Test Moment on Basering TM 561999.4 KG-M Percent Bolt Preload ppl 100.0 Use AISC A5.2 Increase in Fc and Bolt Stress No Use Allowable Weld Stress per AISC J2.5 No Factor for Increase of Allowables Fact 1.0000

PV Elite 2010 Licensee: L&T - Chiyoda Limited FileName : P210-T-1170_Operating_Rev_0----------------------- Basering Calculations : Step: 19 3:34p Aug 12,2011

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Results for Brownell and Young Basering Analysis : Analyze Option Note: This analysis is based on Neutral Axis shift method for Steel on Concrete (or a material with significantly different Young's modulus).

PV Elite has 2 different design methods for computing the required thickness of Basering supports.

1: The simplified method will design thicker basering

The approximate method simply calculates the compressive load on the concrete assuming that the neutral axis for the vessel is at the centerline.

2: The Neutral Axis Shift Method will design thinner basering

when a steel skirt and base ring are supported on a concrete foundation, the behavior of the foundation is similar to that of a reinforced concrete beam. If there is a net bending moment on the foundation, then the force upward on the bolts must be balanced by the force downward on the concrete. But because these two materials have different modulas of elasticity, and because the strain in the concrete cross section must be equal to the strain in the base ring at any specific location, then the neutral axis of the combined bolt/concrete cross section will be shifted in the direction of the concrete.

For baserings that are located on a steel substructure the recommendation is to use the simplified method. Otherwise for the traditional basering on concrete use either method.

Governing Bolt Load Condition, Wind + Dead Weight Condition: Area Available in one Bolt Abss : 2857.5701 sq.mm. Area Available in all the Bolts Abss * RN : 80011.9609 sq.mm. Step -1 Find out factor k Trial# k knew Cc Ct z j Ft Fc 2 0.180 0.270 1.153 2.705 0.463 0.77 4 320727.2 91252.3 4 0.315 0.337 1.549 2.409 0.434 0.78 2 327373.8 92282.7 6 0.326 0.321 1.579 2.385 0.432 0.78 2 328032.6 92384.8 8 0.318 0.319 1.557 2.403 0.434 0.78 2 327537.1 92308.0 10 0.320 0.320 1.562 2.399 0.433 0.78 2 327660.2 92327.1 11 0.320 0.319 1.562 2.399 0.433 0.78 2 327639.6 92323.9

fs = maximum induced tensile stress in in anchor bolts at BCD fc = maximum induced compressive stress in concrete at BCD on downward side in PSI

n = Es / Ec = ration of modulas of elasticity of steel to concrete

By itration method

Initially Compressive stress on concrete at bolt circle dia. is assumed & fs is taken as bolt allowable tensile stress

Than k is calculated

PV Elite 2010 Licensee: L&T - Chiyoda Limited FileName : P210-T-1170_Operating_Rev_0----------------------- Basering Calculations : Step: 19 3:34p Aug 12,2011

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Based on k value Cc,Ct,z,j is found from brownell & young

Based on above factors & Eq. 10.24 & 10.27 we have to find tensile force Ft & compressive force Fc

Step – 2 Tensile stress in bolt

The Actual Stress in a Single Bolt [Sbolt]: Refer Eq. 10.9 = 2 * Ft / ( T1 * Dc * Ct ) = 2 * 327639.6 / ( 6.846 * 3720.000 * 2.399 ) = 1072.557 KG/CM2 , Should be less than 1345.0 Shall be less than allowable tensile stress of bolt Thickness of the Band of Bolting Steel [T1] = RN * Bolt Area / ( 3.14159 * Dc ) = 28 * 2857.570 / ( 3.14159 * 3720.000 ) = 6.846 mm.

T1 = Area / pi * BCD which is used to find bolt ten sile stress Step-3 Max concrete Bearing stress at the edge of base plate

Check the Bearing Stress in the Concrete [fc(max)] = fc`[( 2kd + t3 ) / ( 2kd )] = 330.318[(2*0.320*3720.000+340.000)/(2*0.320*372 0.000)] = 58.533 KG/CM2 , Should be less than 91.0 First of all fc(BCD) is found with help of equation no. 10.18

For that we need to find t2 from eq no.10.28

PV Elite 2010 Licensee: L&T - Chiyoda Limited FileName : P210-T-1170_Operating_Rev_0----------------------- Basering Calculations : Step: 19 3:34p Aug 12,2011

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Than with eq. no. 10.30 is used to find eq. no. 10. 30

Step-4 Find out bearing plate thickness

Values for table 10.3, l = 200.025 , b = 208.692 , l/b = 0.958473

Maximum Moment per unit width [Mmax]: = Max( Mx, My ) = Max( 2345.892 , 3101.317 ) = 31 01.317 KG For finding Mx & My take fc = fcmax in kg/mm2 Reqd Thickness of Basering, Brownell & Young Method [T]: = ( 6 * Mmax / fallow ) ½ + Ca = ( 6 * 3101.317 / 1391.4 ) ½ + 0.000 = 36.573 mm.

PV Elite 2010 Licensee: L&T - Chiyoda Limited FileName : P210-T-1170_Operating_Rev_0----------------------- Basering Calculations : Step: 19 3:34p Aug 12,2011

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Step- 5 Find out compression plate thickness Nomenclature: a = ( Dc-Ds )/2 Skirt Distance to Bolt Ci rcle P = Sa * Abss Maximum Load on one Bolt l = Avgwdt Average Gusset Width g1 = Gamma 1 Constant Term f( b/l ) g2 = Gamma 2 Constant Term f( b/l ) g = Flat distance / 2 Nut 1/2 Dimension (from T ema) Fb Allowable Bending Stress

Values for table 10.6, l = 200.000 , b = 145.000 , b/l = 0.725000 As b/l (0.725 ) is less than 1, inverting b/l = 1.379 .

Note if value b/l is coming less than 1.Than inver t b/l to l/b & find values of gama 1 & 2

PV Elite 2010 Licensee: L&T - Chiyoda Limited FileName : P210-T-1170_Operating_Rev_0----------------------- Basering Calculations : Step: 19 3:34p Aug 12,2011

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There are two different equation for Mx & My based on this ratio b/l it will govern b/l = 1 than Mx = My b/l > 1 than My > Mx

b/l < 1 than Mx > My

In this case Mx will govern Moment Term, based on geometry [Mo]: = P/(4pi) [ 1.3(ln((2lsin(pi*a/l)/(pi*g))) + 1 ] - [ (0.7-g2)P/(4pi) ] = 38424.09 /(4*3.14) [1.3( ln((2*200.000 *SIN(3.1 4* 105.025 / 200.000 ) (3.14 * 53.975 )) ) + 1] - [(0.7 - 0.085 )* 384 24.09 / (4 * 3.14)] = 4576.1523 KG Required Thickness of Continuous Top Ring [Tc]: = ( 6 * Abs(Mo) / Fb ) ½ + Ca = ( 6 * Abs( 4576.15 ) / 1405.48 ) ½ + 0.0000 = 44.2036 mm. Bending stress is = moment / section modulas Section modulas of compression plate = Tc^2 / 6 Here we have assumed unity width of compression pla te Step – 6 Gusset plate thickness Required Gusset Plate Thickness [tg]: = P / ( Stress Term * l ) + Ca = 38424.09 / ( 1265.5260 * 200.025 ) + 0.000 = 15.182 (not less than 9.525 + 0.000 ) mm. Stress = load / area

Area = length of gusset * thickness of gusset

PV Elite 2010 Licensee: L&T - Chiyoda Limited FileName : P210-T-1170_Operating_Rev_0----------------------- Basering Calculations : Step: 19 3:34p Aug 12,2011

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Bolt spacing [m]: = pi * Bolt Circle Diameter / number of Bolts = 3.142 * 3720.00 / 28 = 417.383 mm.

Stpe -7 Skirt thickness due to reaction of bolting chair & compression ring

Req. Skirt Thk. to withstand Local Bending, (Brownell and Young) [t]: = 1.76 * ( P*a/( m * ( h + tba ) * 1.5 * Sktope) ) 2/3 * r 1/3 + Ca = 1.76*(38424*105.025/(417.38*254.00*1655)) 2/3 *1754.97 1/3 +Ca = 36.985 + 1.500 = 38.485 mm. Summary of Basering Thickness Calculations Required Basering Thickness (tension) 36.5732 mm. from step - 4 Actual Basering Thickness as entered by user 38.0000 mm. Required Thickness of Chair Cap 44.2036 mm. from step - 5 Actual Top Ring Thickness as entered by user 46.0000 mm. Required Gusset thickness, + CA 15.1823 mm. from step - 6 Actual Gusset Thickness as entered by user 20.0000 mm. Required Thickness of Skirt for Local Stress 38.4846 mm. from step - 7 Given Thickness of Skirt 40.0000 mm. Required Gusset Height to meet local stress 187.8270 mm. Weld Size Calculations per Steel Plate Engineering Data - Vol. 2

Here induced stress = actual load / actual area

So first we will find actual load on weld joint than based on allowable shear stress = 0.4 * yield stress

Based on actual load & allowable shear stress we will find required weld size. Compute the Weld load at the Skirt/Base Junction [W] = SkirtStress * ( SkirtThickness - CA ) = 456.404 * ( 40.000 - 1.500 ) = 175.68 KG /mm. Results for Computed Minimum Basering Weld Size [BWeld] = W / [( 0.4 * Yield ) * 2 * 0.707] = 175 / [( 0.4 * 1912 ) * 2 * 0.707] = 16.245 mm. Results for Computed Minimum Gusset and Top Plate to Skirt Weld Size Vertical Plate Load [Wv] = Bolt Load / ( Cmwth + 2 * ( Hg + Tta ) ) = 38424.1 / ( 184.150 + 2 * ( 216.000 + 46.000 ) ) = 54.260 KG /mm. Horizontal Plate Load [Wh] = Bolt Load * e / ( Cmwth * (Hg+Tta) + 0.6667 * ( Hg+Tta) ² ) = 38424.1 * 105.025 /(184.150 * (262.000 ) + 0.66 67 * (262.000 ) ² ) = 42.926 KG /mm.

PV Elite 2010 Licensee: L&T - Chiyoda Limited FileName : P210-T-1170_Operating_Rev_0----------------------- Basering Calculations : Step: 19 3:34p Aug 12,2011

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Resultant Weld Load [Wr] = ( Wv ² + Wh ²) ½ = ( 54.26 ² + 42.93 ²) ½ = 69.187 KG /mm. Results for Computed Min Gusset and Top Plate to Skirt Weld Size [GsWeld] = Wr / [( 0.4 * Yield ) * 2 * 0.707] = 69.19 / [( 0.4 * 1912 ) * 2 * 0.707] = 6.398 mm. Results for Computed Minimum Gusset to Top Plate Weld Size Weld Load [Wv] = Bolt Load / ( 2 * TopWth ) = 38424.1 / ( 2 * 200.000 ) = 96.060 KG /mm. Weld Load [Wh] = Bolt Load * e / ( 2 * Hgt * TopWth ) = 38424.1 * 105.03 / ( 2 * 262.000 * 200.000 ) = 38.507 KG /mm. Resultant Weld Load [Wr] = ( Wv ² + Wh ²) ½ = ( 96.06 ² + 38.51 ²) ½ = 103.491 KG /mm. Results for Computed Min Gusset to Top Plate Weld Size [GtpWeld] = Wr / [( 0.4 * Yield ) * 2 * 0.707] = 103.49 / [( 0.4 * 1912 ) * 2 * 0.707] = 9.570 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 16.2454 mm. Required Gusset to Skirt Double Fillet Weld Size 6.3978 mm. Required Top Plate to Skirt Weld Size 9.5700 mm. Required Gusset to Top Plate Double Fillet Weld Si ze 9.5700 mm. PVElite is a registered trademark of COADE, Inc. [2010]