Cal1CALCULATION SHEETSheet No :-Calc. by :-Reliance Engineering Associates Pvt. ltd.Chekd. by:-Jamnagar 361140, India.Unit No :--Title :-FCO / VMP-UTLDate :-27/06/05Subject :-FOUNDATION DESIGN FOR ME-EE952-S082Supplier :TEMA India Ltd.length of saddle baseplate :1150 mmWidth of saddle base plate :420 mmConsider pedestal Size :1400 mmx600 mmHPP :41.100FGL :40.800SBC at foundation Level :225KN/m2U/S of Base Plate :42.300U/s BP42.3001.20 mHPP41.1001.50 mFGL40.80039.6000.80 mBOF38.8000.30 m4.27 m0.30 m4.87 mWidth of Foundation Base :2.30 mLoad Calculations :Foundation Mat =4.87 x 2.3 x 0.81 x 25 =224.020 KNPedestal =1.4x0.6x2.7 x 2 x 25 =113.400 KNSoil above =( 4.87x2.3 - 2 x 1.4x0.6 ) x 1.2x21 =239.929 KNTotal577.349 KNEmpty Wt.97.300 KNOperating Wt.166.600 KNHydro Test Wt.166.600 KNTo calculate Fundamental Period (t)Length of Pier :1400 mm1400 mmWidht of Pier :600 mmHeight of Pier2700 mmI trans =1/12x1400x600x600x600 =25.200x 10 9 mm4600 mm(x dir)I long =1/12x1400x1400x1400x600 =1/12xxxx =137.200x 10 9 mm4(y dir)Mass empty :9730kgMass operating :16660kgMass column :5670kgConcrete Modulus of Elasticity :Ec =5000 Fck=5000 25fck = 25mm2=25000N/mm2=2500Kg/mm2Empty Case :To Calculate fundamental frequency and time period in X dir.f empty =100x3 x Ec x I trans(x dir)2 pPh3 x ( M empty + 33/150 Mc)f empty =100x3 x2500 x 25.2x 10 9(x dir)6.2827003 (9730 + 33 / 150 x 5670 )= 14.885sec -1Time Period =0.067sec(x dir)To Calculate fundamental frequency and time period in Y dir.f empty =100x3 x Ec x I long(y dir)2 pPh3 x ( M empty + 33/150 Mc)f empty =100x3 x2500 x 137.2x 10 9(y dir)6.2827003 (9730 + 33 / 150 x 5670 )= 34.732sec -1Time Period =0.029sec(y dir)Oprating Case :To Calculate fundamental frequency and time period in X dir.f oprating =100x3 x Ec x I trans(x dir)2 pPh3 x ( M opr + 33/150 Mc)f oprating =100x3 x2500 x 25.2x 10 9(x dir)6.2827003 (16660 + 33 / 150 x 5670 )= 11.654sec -1Time Period =0.086sec(x dir)To Calculate fundamental frequency and time period in Y dir.f oprating =100x3 x Ec x I long(y dir)2 pPh3 x ( M opr + 33/150 Mc)f oprating =100x3 x2500 x 137.2x 10 9(y dir)6.2827003 (16660 + 33 / 150 x 5670 )= 27.194sec -1Time Period =0.037sec(y dir)Tabulating Time Period :EmptyOpratingCaseCaseSecSecIn X Dir0.0670.086In Y Dir0.0290.037Foundation should be act as Flexible Foundation in X DirectionFoundation should be act as Rigid Foundation in Y Direction

cal2CALCULATION SHEETSheet No :-Calc. by :-Reliance Engineering Associates Pvt. ltd.Chekd. by:-Jamnagar 361140, India.Unit No :--Title :-FCO / VMP-UTLSubject :-FOUNDATION DESIGN FOR ME-EE952-S082Date :-27/06/05DESIGN PHILOSOPHY:a) The following loads are taken from the Technical Data Sheet:* Operating weight* Fabrication weight Empty weight* Bundle weightOperating weight have been increased by 10% to cater to additional loads due to ladders platforms , external pipingattached to the vessel, insulation if any and any other incidental loads to calculate seismic shear only. The emptyweight has not been factored.b) Wind Load:Wind load has been calculated based on IS 875(Part 3). To take care of the wind resistance generated by externalattachment to the vessels like ladder P/F, piping etc., the effective area of the vessel has been taken as the vessel I/Dmultiplied by the area increase factor as given in Bechtel Design Guide EDG-C0101, Engineering Design Guide For windand earthquake design.c) Seismic Load:In calculating the seismic load for the vessel spec. 22960-3PS-SC-002 Design of rigid and flexible foundations forhorizontal vessels subject to seismic forces) has been followed. As seismic force may generate in any direction, theworst effect may be encountered while considering 100% seismic load in one direction and 30% seismic in theperpendicular direction as per UBC 94 SECTION 1631. This assumption has been adopted in designing the foundationfor Horizontal Vessels.d) Thermal Load:* Along longitudinal direction - Horizontal thermal load has been considered as per the guidelines given in 22960-3PS-SC-002. Friction load induced to thermal force will be considered in the design.* Along transverse direction - Horizontal thermal load in transverse direction due to connected piping is obtained fromdata supplied by Piping or as per the guideleines given in 22960-3PS-SC-002.1.0LOADING1.1BASIC DESIGN / VESSEL DATA1) Operating Weight per exchanger ( Wo) =238.02) Test Weight per exchanger (Wtp) =238.03) Empty Weight per exchanger (Wep) =139.04) Bundle Weight per exchanger (Wb) =82.05) Bolt Dia and Nos. =4.036.0Bolts6) Basic Wind Speed, Vb =50.00m/s7) Coefficient of Sliding friction , Cslf =0.30Refer Spec No. 22960-3PS-SC-002-R38) Seismic Coefficient for Supports, Cs =0.276Refer Spec No. 22960-3PS-SC-002-R39) Seismic Coefficient for Bolts, Csb =0.67510) Grade of Concrete to be used =25.011) Modulus of Elasticity of concrete , Ec =25000N/mm212) Overall Length of the exchanger =7.64813) Diameter of each Vessel , D =1.503( Assuming on higher side )14) Vertical Dist from TOC to lower vessel , L1 =1.1515) Distance between Centre line of vessles, L2 =0.016) Distance between Center line of Supports , L3 =4.27Adopt ,Width of Support , Pw =600.0600Length of Support , Pl =1400.0Height of Support , Ph =2650.0( height above Raft )14001.2Design Vertical Load Calculation70 % of Total Vertical Load will be taken on Fixed Support and 60 % of Total Vertical Loadshall be taken on Sliding Support.( to account for offset between CG of vessel and midpointbetween Supports and apply 10 % extra for empty weight for piping attachments and nozzles)1) Total Operating Weight ( Wo) =261.82) Total Test Weight (Wtp) =261.83) Total Empty Weight (Wep) =152.94) Bundle Weight (Wb) per exchanger =82.01.3Bundle Pull Reactions at supportsBundle Weight of top exchanger =82.0Consider 100% Bundle weight as Bundle PullBundle Pull acting during Bundle pull out =82.0( At Fixed Support only )Overturning Moemnt due to Bundle Pull =94.3Axial force due to Bundle Pull =Overturning Moment due to Bundle pullc/c distance between Supports=23.01.4Design Seismic Load Calculation( Assume fixed end to take 100% of seismic loading in Longitudinal direction for all cases )Assuming behaviour of overall supporting system as flexible in longitudinal directionSeismic Coefficient for Supports, Cs =0.276Seismic Coefficient for Bolts, Csb =0.6751.4.1Longitudinal Seismic Force at top of fixed Support ( Support/Fdn design )Shear, Vosl =72.26 kNIn Operating Condition ( Vosl = WoxCs )Shear, Vesl =42.20 kNIn Empty Condition ( Vesl = WexCs )1.4.2Longitudinal Seismic Force at top of fixed Support ( Bolt / Shear key design )Shear, Vosl =176.72 kNIn Operating Condition ( Vosl = WoxCsb )1.4.3Transverse Shear at C/L of Vessel on Fixed / Sliding Support ( Support/Fdn design )Assuming behaviour of overall supporting system as Rigid in transverse directionSeismic Coefficient for Supports, Cs =0.15Seismic Coefficient for Bolts, Csb =0.225Shear at top of Supports, Vost =23.56 kN( Vost = 0.6xWoxCs )Shear at top of Supports, Vest =13.76 kN( Vost = 0.6xWexCs )Moment at Top of Supports, Most =27.10 kN-m( Vost x Ht. Of Vessel C/Ls from POS )Moment at Top of Supports, Mest =15.83 kN-m( Vest x Ht. Of Vessel C/Ls from POS )1.4.5Transverse Seismic Force at top of each Support ( Bolt / Shear key design )Shear, Vosl =35.34 kNIn Operating Condition ( Vosl = WoxCsb )1.5Design Wind Load Calculation on ExchangerBasic Wind Speed , Vb=50m/sProbability factor , Risk Coefficient , k1=1.08Terrain, Height and Structure size factor ,k2=1( Category 2 terrain, Class A structure )Topography factor , k3=1Design Wind velocity, Vz = Vb*k1*k2*k3=54m/sReferring Tb-23 on sh 40 of IS:875 - Part 3For plan shape on 1 Cf for Longitudinal direction =0.7(As per H/B Ratio equal to1901.5 / 1503 = 1.27 )For plan shape on 1 Cf for Transverse direction =0.8(As per H/B Ratio equal to7648 / 1503 = 5.09 )1.5.1Transverse Wind Forces Calculation :-Area Increase factor Af =1.20( Assuming )Thus Effective Area in Transverse dir., Ae =Af x h x D =13.793932799999999Design Wind Pressure Pd = 0.6x(Vz)2 =1749.6Transverse wind force on Vessel , Tf = Cft x Ae x Pd x 0.001 =19.307091861504Transverse Moment @ TOC of each support = 0.6 x Tf x L1 =13.321893384437761.5.2Longitudinal Wind Forces Calculation :-Force Coefficient Cfl for Longitudinal direction shall be Cf2Longitudinal force on Each Exchanger =Af x Cfl x (D/2+L1)x D x Pd =4.20 kNLong. Moment @ TOC of fixed Support = Tl x L1 =4.830267768631199Axial Thrust on Supports due to the moment , Awl =1.13 kN( +/- )1.6Thermal and Friction Load Calculation1.6.1Thermal Load along Longitudinal direction on Top of Supports ( Support/Fdn Design )( To be combined with Seismic force only )Total Shear on Supports, VTOL =18.326( VTOL = 10% of WO x 0.7 )1.6.2Thermal Loads along Longitudinal directions on Top of Supports ( Support/Fdn Design )Total Shear on Supports, VFOL =54.977999999999994( VTOL = CSLF X 0.7 X of WO )1.6.3Thermal Load along Longitudinal direction on Top of Supports ( Bolt/Shear key Design )( To be combined with Seismic force only )Total Shear on Supports, VTOL =16.66( VTOL = 10% of WO x 0.7 )1.6.4Thermal Loads along Longitudinal directions on Top of Supports ( Bolt/Shear key Design )Total Shear on Supports, VFOL =49.97999999999999( VTOL = CSLF X 0.7 X of WO )1.6.5Thermal Load along Transverse direction on Top of Supports ( Support/Fdn Design )( To be combined with Seismic force only )Total Shear on Supports, =26.180000000000003( VTOL = 10% of WO )Total Shear on each Support , VTOL =13.090000000000002Moment due to shear , MTOL =VTOL x C/L Ht of Vessel POS =15.053500000000001Summary of Loads for Foundation and Support designLoad DescriptionLoad Distribution OnFixed SupportSliding SupportAxialShearMomentAxialShearMomentkNkNkN-mkNkNkN-mA) DEAD LOADOperating Weight183.26--157.08--Test Weight183.26--157.08--Empty / Erection Weight107.03--91.74--B) LONGITUDINALSEISMIC LOADOperating Weight19.4672.26----Empty / Erection Weight11.3742.20----C) TRANSVERSE SEISMIC LOADOperating Weight-23.5627.10-23.5627.10Empty / Erection Weight-13.7615.83-13.7615.83D) BUNDLE PULL23.082.00-23.0E) LONGITUDINAL WIND LOAD1.134.20--1.13--F) TRANSVERSE WIND LOAD-19.3113.32-19.3113.32G) THERMAL LOAD ( LONG. )-54.978----H) THERMAL LOAD ( TRANS. )-13.0915.05-13.0915.05I) THERMAL LOAD ( LONG. )-18.326--18.326-( Due to operating load to be combined with Seismic load )SUMMARY OF LOAD ON FIXED PIERLOAD CASETYPE OF LOADAXIALSHEAR_LSHEAR_TMOMENT_LMOMENT_TAXIAL DUE TO BPL(KN)(KN)(KN)(KN-M)(KN-M)(KN)-----EMPTY WT (EL)107.03-----OPERATING WT (OL)183.26-----BUNDLE PULL (BPL)82.0023.00-----WIND_L (WL_L)4.201.13-----WIND_T (WL_T)19.3113.32-----SEISMIC_L (SL_L)72.2619.46-----SEISMIC_T (SL_T)23.5627.10LOAD COMBINATIONS1OL+WL_L183.264.201.132OL+WL_T183.2619.3113.323*OL+100%SL_L+30%SL_T183.2672.267.078.1319.464*OL+100%SL_T+30%SL_L183.2621.6823.5627.105.845EL+WL_L107.034.201.136EL+WL_T107.0319.3113.327EL+BPL107.0382.0023.00SUMMARY OF LOAD ON SLIDING PIERLOAD CASETYPE OF LOADAXIALSHAR_LSHEAR_TMOMENT_LMOMENT_TAXIAL DUE TO BPL(KN)(KN)(KN)(KN-M)(KN-M)(KN)-----EMPTY WT (EL)91.74-----OPERATING WT (OL)157.08-----BUNDLE PULL (BPL)-23.00-----WIND_L (WL_L)-1.13-----WIND_T (WL_T)19.3113.32-----SEISMIC_L (SL_L)-19.46-----SEISMIC_T (SL_T)23.5627.10LOAD COMBINATIONS1OL+WL_L157.08-1.132OL+WL_T157.0819.3113.323*OL+100%SL_L+30%SL_T157.087.078.13-19.464*OL+100%SL_T+30%SL_L157.0823.5627.10-5.845EL+WL_L91.74-1.136EL+WL_T91.7419.3113.327EL+BPL91.74-23.00SUMMARY OF LOADS FOR ANCHOR BOLT DESIGNLCB-1OL+100%SL_L183.2672.2619.46LCB-2OL+100%SL_T183.2623.5627.10LCB-3EL+BPL107.0382.0023.00Longitudinal Load =27.17 kN30 % ( LONGITUDINAL SEISMIC LOAD + LONGITUDINAL FRICTION LOAD )Transverse Load =36.65 kN(TRANSVERSE SEISMIC LOAD + TRANSVERSE THERMAL LOAD )Transverse Moments =42.15 kN-m(TRANSVERSE SEISMIC LOAD + TRANSVERSE THERMAL LOAD )( Load Combination 3 = OP + Thermal / Friction )Vertical Load =183.26 kN( OPERATING LOAD ON Support )Longitudinal Load =54.98 kN100% ( LONGITUDINAL THERMAL LOAD )Transverse Load =3.93 kN30% OF (TRANSVERSE THERMAL LOAD )Transverse Moments =4.52 kN-mDUE TO 30 % (TRANSVERSE THERMAL LOAD )( Load Combination 4 = OP + Thermal / Friction )Vertical Load =183.26 kN( OPERATING LOAD )Longitudinal Load =16.49 kN30 % ( LONGITUDINAL THERMAL LOAD )Transverse Load =13.09 kN(TRANSVERSE THERMAL LOAD )Transverse Moments =15.05 kN-m(TRANSVERSETHERMAL LOAD )1OL+WL_L2OL+WL_T3OL+100%SL_L+30%SL_T4OL+100%SL_T+30%SL_L5EL+WL_L6EL+WL_T7EL+BPL8OL+100%SL_L+30%SL_T + 100% Therm_L + 30% Therm_T9OL+100%SL_T+30%SL_L+ 100% Therm_T + 30% Therm_L10OL + Thermal / Friction11OL + Thermal / FrictionBolt / Shearkey Design ( Fixed Support )Provide4.036.0Anchor bolts - Type IV on both SupportsAllowable Shear force per Bolt =30.59( For 8.8 grade bolts )Maximum Shear force on Bolts =VTOL + VOSL =231.69300000000004>122.36

cal3CALCULATION SHEETSheet No :-Calc. by :-Reliance Engineering Associates Pvt. ltd.Chekd. by:-Jamnagar 361140, India.Unit No :--Title :-FCO / VMP-UTLDate :-27/06/05Load Case :5.840 KN5.840 KNWt. Of Foundation =224.020 KNWt. Of Pedestal =57.000 KN183.260 KN157.080 KNWt. Of Soil =239.929 KN27.173.500 m4.270 m4.870 mHorz. Force in Y direction (on Fied Pier)=36.650 KN4.65Horz. Force in Y direction (on Fied Pier)=36.650 KN4.65Horz. Force in X direction (on Fied Pier)=27.170 KN3.5Total Pull Push Due to longitudinal Force :5.840 KNTotal Resultant Forces on foundation4.270 mP =918.289 KN2.300 mMx =95.095 KN-MMy =340.845 KN-MZx = 1/6 x 2.3 x 4.87 x 4.87 = 9.092m3Zy = 1/6 x 2.3 x 2.3 x 4.87 = 4.294m34.870 mPressure at base of foundation :Pmax / Pmin =P+ / -Mx+ / -MyAZxZyPmax / Pmin =918.289+ / -95.095+ / -340.84511.2019.0914.294Pmax / Pmin =81.983+ / -10.460+ / -79.382Pmax =171.825KN/m2Within the allowable bearing pressurePmin =-7.859KN/m2Tension Develop in BaseCheck Stability in X direction :Sliding Check :Sliding Forcee =27.170 KNResisting Force ( 0.4 x 918.29 ) =367.316 KNF.O.S. (Sliding) =27.17 / 367.316 =13.519OkOverturning Check :Ovrn. Mom. =95.095 KN-MRest. Mom. = 224.021 x 2.435 + 239.93 x 2.435 + ( 157.08+5.84+57 ) x 0.3 + ( 183.26-5.84+57 ) x 4.57= 2266.992 KN-MF.O.S. (Sliding) =95.095 / 2266.992 =23.839OkCheck Stability in Y direction :Sliding check :Sliding Forcee =73.300 KNResisting Force ( 0.4 x -7.86 ) =367.316 KNF.O.S. (Sliding) =73.3 / 367.316 =5.011OkOverturning Check :Ovrn. Mom. =340.845 KN-MRest. Mom. = 224.021 x 1.15 + 239.93 x 1.15 + ( 157.08+5.84+57 ) x 1.15 + ( 183.26-5.84+57 ) x 1.15= 1056.033 KN-MF.O.S. (Sliding) =340.845 / 1056.033 =3.098Ok