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1.CALCULATIONOFLIFTINGFORCE(1)DESIGNDATAWo=49870kg(ERECTIONWEGHTOFVESSEL)Df=1.5(FACTOT)Y=9590mm(FROMCENTERLINEOFTALINGLUGTOC.O.G)X=9690mm(FROMC.O.GTOLUGCENTERLING)R=2358mm(OUTSIDERADIUSOFC.LTOTAILINGLUG)**FORMULAS**LL=Df*Wo*(Y*cosθ+Rsinθ)/((X+Y)*cosθ+R*sinθ)TL=Df*Wo*(X*cosθ)/((X+Y)*cosθ+R*sinθ)LV=LL*cosθLH=LL*sinθTV=TL*cosθTH=TL*sinθPV=0.5*LHPH=PV*tan15ATTACHMENT4(701-V-01)TAILINGLUGCALCULATION1of52.RESULTOFLIFTINGFORCE(θ=0°to90°)DEG.LLLVLHTLTVTHPVPH037208.50437208.504037596.49637596.496000537606.53237463.4273277.625237198.46837056.9173242.06011638.8126439.118511038002.16837424.8296599.007236802.83236243.7146390.74473299.5036884.099321538401.48237092.9839939.034936403.51835163.0989421.92384969.51751331.57822038810.77336470.19713274.06635994.22733823.5112310.7516637.0331778.38762539236.97635560.77716582.26335568.02432235.57715031.6978291.13132221.60193039688.1634370.95519844.0835116.8430412.07517558.429922.04012658.60263540174.19632908.77523042.97234630.80428367.89419863.41311521.4863087.17294040707.71431183.91826166.41434097.28626120.03621917.31313083.2073505.63484541305.5829207.45629207.45633499.4223687.66723687.66714603.7283913.05715041991.26726991.46632167.17732813.73321092.26125136.77816083.5884309.58455542798.90224548.44135058.80832006.09818357.94426217.86117529.4044696.98966043780.56121890.2837915.07831024.43915512.2226867.95218957.5395079.65736545020.39319026.4440802.33329784.60712587.51926994.02120401.1665466.47617046664.42515960.17343850.21628140.5759624.643426443.4921925.1085874.8157548991.04312679.81547321.71425813.9576681.143724934.36823660.8576339.90758052606.0279134.940851806.82322198.9733854.811221861.7225903.4126940.79838559126.2615153.193258901.26815678.7391366.492115619.07729450.6347891.2736907480507480500037402.510021.97MAX.FORCESUMMARYATLIFTINGANDTAILINGLUGLL7480590LV37463.4275LH7480590TL37596.4960TV37596.4960TH26994.02165PV37402.590PH10021.97902of53.STRENGTHOFTAILINGLUGSA-516Gr60USEDMATERIALSa=12.02kg/mm2ALLOWABLESTRESSOFTAILINGLUGSy=22.5kg/mm2YIELDSTRESSOFTAILINGLUGN=2TAILINGLUGQTY.TV=37596.496kgLIFTINGLOAD(MAX.ATHORIZONTALCOND.)TV′=TV/N18798.248kgLIFTINGLOADPERTAILINGLUG(VERTICALFORCE)TH=26994.021kgLIFTINGLOAD(MAX.ATVERTICALCOND.)AT65degTH′=TH/N13497.011kgLIFTINGLOADPERTAILINGLUG(HORIZONTALFORCE)DIMENSIONSt=42mmR=126mmd=120mmL=240mmL1=252mmW=21mmL3=122mmTOTALWELDLENGTH:=L4496mm**STRENGTHCALCULATION**3-1)SHEARSTRESSATHORIZONTALSTATE=6.7814748kg/mm2So,S1=6.7814748kg/mm20.4Sy=9kg/mm2OK!3-2)TENSIONSTRESSATHORIZONTALSTATE=3.3907374kg/mm2So,S2=3.3907374kg/mm20.6Sy=13.5kg/mm2OK!3-3)BENDINGSTRESSATMAX.SLOPEDLOADSTATE,AT60deg.=7.2870157kg/mm2So,S3=7.2870157kg/mm20.66Sy=14.85kg/mm2OK!3-4)TENSIONSTRESSATMAX.SLOPEDLOADSTATE,AT60deg.=2.4345257kg/mm2So,S4=2.4345257kg/mm20.6Sy=13.5kg/mm2OK!3-5)COMBINESTRESSATMAX.SLOPEDSTATE,AT60deg.=0.67104341OK!3-6)SHEARFORCEINWELDMENT=18.949847kg/mmFILLETWELDSIZE=2.8664116mm=21OK!S4=TH′/[(2*R-d)*t]Scomb=S3/(0.66Sy)+S4/(0.6Sy)Ws=TV′/(2*L4)W=Ws/(0.55*Sa)USEDWELDLEGLENGTHS1=2*TV′/[(2*R-d)*t]S2=TV′/[(2*R-d)*t]S3=6*TH′*L/[t*(2*R)^2]3of54.BASEBLOCKUNDERERECTIONCONDITION4-1)SECTIONALPROPERTIESOFBASEBLOCKT3=t1=18mmT1=t2=28mmT2=t3=28mmJ3=L2a=79.5mmL2b=93mmJ1=L3=122mmK1=L=252mmDi=4200mmSA-516Gr6022.5kg/mm24-2)EFFECTIVELENGTHOFSKIRT=2109mm288mm4-3)SECTIONAREA,A=10224mm2=4830mm2=3416mm2=18470mm24-4)CENTROID,Ah1=L2a+0.5*t1=88.5mmh2=(L2a+L2b)/2=86.25mmh3=0.5*L3-(L3-L2a)=18.5mm74.965214mm4-5)MOMENTOFINERTIALOFAREA,I2148987mm412591974mm415128281mm4I=I1+I2+I3=29869242mm44-6)MIN.SECTIONMODULUS,ZZ=I/C=398441.364-7)STRESSINBASEBLOCKUEOTOTVa)BENDINGMOMENT&DEFLECTIONOFBASEBLOCKKo*W*R^2=2182.5mm=2.7416578kg/mmWhere,TV=PT=37596.496kgα(deg.)030456090120150180Ko1.50.124-0.313-0.564-0.571-0.1570.3050.5M(kg-mm)195890341619360.1-4087578-7365477-7456892-20503193983103.6652967842.564397mm21000kg/mm2b)STRESSINBASEBLOCKMmax=19589034kg-mmS1=M/Z=49.164158kg/mm20.66Sy=14.85kg/mm2NOTOK!THEREFORE,STIFFENERBEAMISREQUIRED!!DEFLECTIONDx=-W*R^4/(E*I)*0.4292=Where,E=modulueofelas.=I3=(t3*L3^3)/12+A3*(h3-C)^2=M=W*R2(1+0.5*cosα-π*sinα+αsinα)=W=TV/(2*π*R)RTOTALAREAAC=[(A1*h1)+(A2*h2)+(A3*h3)]/A=I1=[(Le+t3+L)*t1^3]/12+A1*(h1-C)^2=I2=[t2*(L2a+L2b)^3]/12+A2*(h2-C)^2=A1=t1*(L+Le+t3)Le=Max.(0.78*(Rm*t1)^0.5,16*t1)=A2=t2*(L2a+L2b)A3=t3*L3YIELDSTRESSOFBASEBLOCK=Rm=(Di+t1)/2BASEBLOCKMATERIAL:4of55.STIFFENERSTRUCTUREDESIGNL=3858mmSUPPORTBRACINGLENGTHN=2NO.OFBRACINGSUPPORTSA-106B;BRACINGMATERIAL4SCH.80;BRACINGUSEDSIZEA1=2843.5636mm2SECTIONAREAOFBRACING(O.D&THK.)114.38.56k=37.507035mmRADIUSOFGYRATIONOFBRACINGE=20200kg/mm2ELAST.MODULUSOFBRACINGF=24.6kg/mm2BRACINGYIELDSTRESSTV=37596.496kgLIFTINGLOAD(MAX.ATHORIZONTALCOND.)SA-516Gr60;SUPPORTMATERIALW=154mmWIDTHOFSUPPORTPLATEt=16mmTHICKNESSOFSUPPORTPLATE**STRENGTHCALCULATION***SLENDERNESSRATIO:λ=L/k=102.8607*COLUMNSLENDERNESSRATIODIVIDINGELASTICANDUNELASTICBUCKLING,ΔΔ=[E*π^2/(0.6*F)]^0.5=116.2204γ=(3/2)+(2/3)*(λ/Δ)^2=2.0222073λ≤ΔFc=[1-0.4*(λ/Δ)^2]*F/γ=8.3533569kg/mm2MAX.ALLOW.AXIALLOADONSTRUCTURE,P=A1*Fc=23753.302kgRECHECKONTHEBASEBLOCK,Rf=TV-(N*P)=-9910.1068kgRf----N