VentoForze ventoZONA DI UBICAZIONEpag 1491Velocit di riferimentoVref0m/s23.8888888889Fatt correzioneKa1/s0.012quota di riferimentoa0m1000altitudine s.l.m. di costruzionem100Velocit ventom/s28pressione cinetica di riferimentoqrefN/m2490Altezza della costruzione dal suolozm2Coefficiente di rugosit e topografia terrenoCtsempre1Coefficiente di attritoCf0.01coefficiente aerodinamicocp0.7d*raq(q)47.1334347774diametro corpo cilindricodmm1400Coefficiente dinamicoCLASSE RUGOSITA' TERRENOpag 152DCATEGORIA ESPOSIZIONE TERRENOPAG 151IIQuota dal suolo di riferimentoz0m0.05Quota minimazminm4Fattore di resistenzaKr0.19Coefficiente di esposizioneCe1.8005360137Azione tangente del ventopfN/m24.9qN/m2882.2626467113Pressione del ventopN/mm2617.5838526979ASA A58,1-1955Superdicie mantelloDiametro interno fondoDifmm2484Altezza colletto fondoAcfmm50Altezza totale fondoAfmm540Spessore fondosfmm8Diametro del discoddmm3125Superficie fondoSfmm27666015.625Altezza gambeaamm1000Spessore mantellosmmm8Diametro interno mantelloDimmm2484Altezza mantelloAmmm4500Superficie mantelloSmmm235325000Superficie esposta al ventoSvmm221495507.8125LimitiL/D10N/m2846L/D1.8459069021FORZAN13275.2785305414Quota mediana SERBATOIOm1.1Momento mantelloNm14602.8063835955Forza sul fondoN2367.2037322649Momento sul fondoNm1728.0587245534

StampataCALCULATION OF MECHANICAL CHECKOF THE LEGSACCORDING TO THE SCIENCE OF COSTRUCTIONITEM:C3201ItemDESCRIPTION:COLONNE ABSORBTION HClDescriptionDRAWING:S03065-002DessinCLIENT:BALLESTRA S.p.A.ClientSERIAL NUMBER:\N.F.:\Rev.PreparedDateCheckedDate03/18/093/18/09NOTE :GEOMETRIAProfileANGOLAREN legs30.3141593Whidth wingHmm90Thickness wingsmm11Outside diameter of wingDemm1200Legs materialA 285 Gr.Cload capacitySamN/mm2184Elastic formEN/mm2197114Leg's lenghtLmm1000Sx49329.55.1533118753AreaAmm21859Sy49329.5teta1.3791284437Static vertical momentMSmm369762.45Xg26.5355029586r837937.764438536Distance of the center of gravity from the verticalxgmm37.53Yg26.5355029586Ju2077380.1267041Diameter of the center of inertia of the legsDImm1124.95Jx1399066.5734714Jv401504.597827024Center of gravity inertia legsJmm4401504.60Jy1079818.15105972dist bar37.5268681684Minimal form of inertiawmm310699.12Jxy-822593.343195266Ms69762.4479250836Radius of inertiaimm14.70Raggio inerzia facoltativo2357669771.0049CRITICAL LOAD OF LEGSPcrN195275.50The axial load of the tank will be borne equally by each leg in equal measure.The bending moment will be supported by the frame of the three legs.One leg is in the plane of the bending moment the other two are at 120 on the horizontal plane474564.036048647MOMENT OF TOTAL INERTIAJtotmm4882214543.01Form of resistence W1W1mm843.71Form of resistence W2W2mm1687.42SISTEMA DI CARICOHead wheightPfkg88Head wheightPfN863.28Shell wheightPmkg260Shell wheightPmN2550.60Set wheight 11E4Pb1kg320Set wheight 11E4Pb1N3139.20Set wheight 11E3Pb2kg103Set wheight 11E3Pb2N1010.43Capacity shell sideVmLt2640.0Capacity shell sideVmm32.64Capacity 11E3 pipe sideVb1Lt15.6Capacity 11E3 pipe sideVb1m30.0156Capacity 11E4 pipe sideVb2Lt35.1Capacity 11E4 pipe sideVb2m30.0351Head capacityVfLt380Head capacityVfm30.38Fluid densityroikg/m30.002Shell weight + set + one head full of waterN33959.28Shell weight + set + one head full of operating fluidN8060.93Weight of one head full of waterN4591.08weight of one head full of operating fluidN863.29Weight of supply unitPfkg1350Weight of supply unitPfN13243.5Loads on the last shell (shell + top head)Total load in operationTLSN8060.93Total load in testTLTN33959.28Total load of the wind in operation (25 m/s)TWSN13275.28Total load of the wind in test (25 m/s)TWTN13275.28Total moment of the wind in exercise (25 m/s)TMSNm14602.81Total moment of the wind in test (25 m/s)TMTNm14602.81Loads on the lower headLoad on the lower head in operationFLSN863.29Load on the lower head in testFLTN4591.08Wind load on the lower head in operation (25 m/s)FWSN2367.20Wind load on the lower head in test (25 m/s)FWTN2367.20Moment of the wind on the lower head in operation (25 m/s)FMSNm1728.06Moment of the wind on the lower head in test (25 m/s)FMTNm1728.06Weight of the liquid on the lower head in operationFCSN0.01Weight of the lower liquid in the head in testFCTN3727.80Wheight of the empty tankEMPN13244EMPTY TANK WITH WIND(max carico per bulloni di fondazione)Maximum axial loadML = EMPMLN13243.50Maximum shear forceTT = TWSTTN13275.28Maximum momentMM = TMS + FMSMMNm16330.87FORCE XFx = MM / W1FxN19356.02FORCE YFy = MM / W2FyN9678.01Maximum traction forceFT = Fx - ML / 3FTN14941.52Se negativa sempre forze compressive sulla gambaWith the empty tank the greater compression force is not on the leg of form W1 but W2Maximum compression forceFC = Fy + ML / 3FCN14092.51Stresses due to shearMomentMNm4425.09Tensile StressStN/mm2445.76FLEXStress with only tensile forcesS = St+(FT/A)SN/mm2453.80TRACTION CHECKNOStress due to compressionS = St+(FC/A)SN/mm2453.344COMPRESSION CHECKNOWe have verified the relationship between the critical load of compression applied to the legs with safety factor 1.5Stability ratiov13.86STABILITY CHECKOKTANK IN SERVICE WITH WINDMaximum axil loadML = TLS+FLS+FCSMLN8924.22maximum shear forceTT = TWSTTN13275.28Maximum momentMM = TMS + FMSMMNm16330.87Force XFx = MM / W1FxN19356.02Force YFy = MM / W2FyN9678.01Maximum traction forceFT = Fx - ML / 3FTN16381.28Se negativa sempre forze compressive sulla gambaMaximum compression forceFC = Fx + ML / 3FCN22330.77Stresses due to shearMomentMNm4425.09Tensile StressStN/mm2467.00Stress with only tensile forcesS = St+(FT/A)SN/mm2475.81TRACTION CHECKNOStress due to compressionS = St+(FC/A)SN/mm2478.61COMPRESSION CHEKCNOWe have verified the relationship between the critical load of compression applied to the legs with safety factor 1.5Stability ratiov8.74STABILITY CHECKOKMaximum axil loadmaximum shear forceMaximum momentForce XForce YMaximum traction forceMaximum compression forceTANK IN PROVE WITH WINDStresses due to shearMomentMaximum axial loadML = TLT+FLT+FCTMLN42278.16Maximum shear loadTT = TWTTTN13275.28Tensile StressMaximum momentMM = TMT + FMTMMNm16330.87FORCE XFx = MM / W1FxN19356.02FORCE YFy = MM / W2FyN9678.01Stress with only tensile forcesMaximum traction forceFT = Fx - ML / 3FTN5263.30Se negativa sempre forze compressive sulla gambaTRACTION CHECKMaximum compresion forceFC = Fx + ML / 3FCN33448.74Stress due to compressionStresses due to shearMomentMNm4425.09COMPRESSION CHEKCTraction stressStN/mm2499.08Formule basicStress with only tensile forcesS = St+(FT/A)SN/mm2501.91TRACTION CHECKNOStress due to compressionS = St+(FC/A)SN/mm2517.07COMPRESSIO CHECKNOWe have verified the relationship between the critical load of compression applied to the legs with safety factor 1.5Stability ratiov5.84STABILITY CHECKOKCHECK BASE PLATEBase plate dimensionWidthDmm180LengthBmm180Thicknesssbmm25Bolt typeM33Number of bolt for legn1Bolt areaAbmm2732.83Bending Moment in test conditionsMNmm4425092.84Axial load in test conditionsNN33448.74Eccentricityemm132.29Eccentricity > D / 6 => Partial Compression, uplifta = ( D - h ) / 2amm45f = 0.5 * h + a/2fmm67.50report elastic modulus steel / concreten10fatt. k1 = 0.5 * D + a/2k1mm112.5fatt. k2 = (6*10*Ab)/B*(f+e)k2mm226293.01fatt. k3 = -k2*(0.5*D+f)k3mm3-4141149.03The neutral axis of the partially area compressed is determined by iterative solution of this equationY^3 + k1 * Y^2 + k2 * Y + k3 = 0Position neutral axisYmm16.3816.38Load on the bolts T = N *[D/2-Y/3-e]/[D/2-Y/3+f]TN5084.62fc = 2 * (N + T )/( Y * B)fcN/mm215.26f1 = fc * ( Y - a )/ Yf1N/mm2-26.66Mt = T * (0.5*D + f - Y)MtNmm374329.40Mb=(a*a*B/6)*(f1+2*fc)MbNmm234286.68Minimum plate thicknessMinimum plate thickness t=radq(6M/(B*Sam))tmm9.51Plate thickness (sb>t)sbmm25M equal to the maximum between Mt and MbTHICKNESS CHECKOKPresence of traction. Size of bolts for tension and shearMaximum thrust load P = TPN5084.62Maximum shear load V=TT/nVN2096.23Maximum shear stressFs=(radq(3)*TT+T)/n/AbFsN/mm211.89BOLT CHECKOK

&RPagina &P di &N

File dello SPECDiametro interno del fasciameDImm100Spessore del fasciamesmm5Lunghezza del lato trasversaleltmm30Lunghezza del lato longitudinalellmm50Spessore piastra di rinforzospmm3Larghezza piastra di rinforzolpmm50Sovraspessore di corrosionecamm1Pressione internaPibar10Momento flettente circonferenzialeMCNmm0Momento flettente longitudinaleMLNmm16330865.11Momento torcenteMTNmm0Sforzo di taglio circonferenzialeVCN0Sforzo di taglio longitudinaleVLN42278.16Carico assiale di trazionePN13275.28Sporgenza da asse fasciamesfmm10Sollecitazione ammissibile fasciameMpa200Ammissibile fasciame (per sollecitazioni di membrana locali)Mpa300Ammissibile fasciame (per sollecitazioni secondarie combinate)Mpa300

&RPagina &P di &N

SismaANALISI DELLE SOLLECITAZIONI SISMICHE ( G.U. 5.2.1996 n. 29 )ANALISI STATICA ( B.4- C.6.1)Fi = Khi x WiKhi = C x R x e x b x gi x IWi = Gi + s x QiS = grado di sismicit =9C = coefficiente di intensit sismicaC = ( S - 2 ) / 1000.07To = Periodo fondamentale di vibrazioneH = altezza della struttura= m3d = Diametro del vessel= m1.4w = carico distribuito del vessel= N/m0t = Spessore del vessel= m0.005To = 2.214/10^5 x (H/d)^2 x ( w x d / t ) ^.5To == sec/ciclo0.000R = coefficiente di risposta=1e = coefficiente di fondazione=1b = coefficiente di struttura=1.2Peso apparecchio pieno d'acquaN40410Wi = Carichi sul vesselW1 =Peso proprio vessel= N13243.5h1 = altezza del baricentro vessel= m2.1W2= Peso del liquido nel vessel= N27166.5h2 = altezza baricentro liquido= m2.1W3 = accidentali (passerelle ect)= N1h3 = altezza baricentro accidentali=m0ho = altezza gambe o virola=m1.2gi = coefficienti di distribuzioneg1 = h1 * (Sj Wj )/ (Sj Wj x hj )1.0000247463g2 = h2 * (Sj Wj )/ (Sj Wj x hj )1.0000247463g3 = h3 * (Sj Wj )/ (Sj Wj x hj )0I = coefficiente di protezione sismica=1Kh1 = ( peso proprio)=0.0840020787Kh2 = ( peso contenuto)=0.0840020787Kh3 = ( accidentali)=0Gi = peso proprio apparecchio = N13243.5s = coefficiente di riduzione =1Qi = peso liquido contenuto = N27166.5Qi = peso accidentale = N1Sollecitazioni al livello della virola del fondoT = Azione tagliante =Fi = Khi x Wi= N3394.524M = Momento flettenteFi = Khi x Wi x (hi -ho)= Nm36369.9Verifica delle tensioni sull'ultima virolaP = Pressione di Progetto= MPa0.3S = Tensione ammissibile alla Temp. Progetto= MPa118.5Area =[( d +2 x t ) - ( d +2 x CA)] / 4 x p= mm22070J =[( d +2 x t )^4 - ( d +2 x CA)^4] / 64 x p= mm^45445846281W =J / ( d / 2 + t )= mm^37724605s c =P x (d + t/2) / ( 2 x ( t -CA)= MPa75.00Tensione Circonferenziale < Tensione ammissibiles pp =P x (d + t/2) / ( 4 x ( t -CA)37.50s pt =M / W= MPa4.71s p =Tensione tangenziale totale= MPa42.21Tensione Tangenziale < Tensione ammissibileACCELERAZIONE/GRAVITA'0.07Queste sollecitazione dovranno essere inserite come Momento flettente e Sforzo Tagliantenella verifica dell' elemento di sopporto dell'apparecchio al posto delle sollecitazionidovute al vento.

MBD00077239.unknown

MBD0007723D.unknown

MBD000E8609.dwg

MBD0007723E.unknown

MBD0007723B.unknown

MBD0007723C.unknown

MBD0007723A.unknown

MBD00077234.unknown

MBD00077237.unknown

MBD00077238.unknown

MBD00077236.unknown

MBD00077230.unknown

MBD00077232.unknown

MBD00077233.unknown

MBD00077231.unknown

MBD00053700.unknown

MBD0007722E.unknown

MBD0007722F.unknown

MBD0007722C.unknown