J122-Hotel & Service Apartments

BalconySTRUCTURAL CALCULATIONSJob Name :Job No. :Date :DXB-BRIDGE DESIGN05 dec. 2003Calcs by :Revision No.Filename :Sheet No. :SAMALSADI0.00FIN PLATE DESIGNMember End Actions219.00Total reso;ved compressive forces from braces=219.00 KN; Check Staad Output219.00Total reso;ved tensile forces from braces=219.00 KN; Check Staad Output190.00Compressive force in SB4=190.00 K N; Check Staad Output190.00Tensile force inSB4=190.00 KN; Check Staad Output409.00Compressive forceC=409.00 KN; Check Staad Output409.00Tensile forceT=409.00 KN; Check Staad Output275.00Vertical Shear forceV=275.00 KNSupporting memberD1 =362mmtw1 =12.3mmD'1 =290.2( Column)B1 =370.5mmTf1 =20.7mm1SC4b UC 356X368X153A1 =195cmr1 =15.2mmSupporting memberD2 =602mmtw2 =10.5mmr2 =12.7mm( Column)B2 =227.6mmTf2 =14.8mmD'2 =547.6mmSB 3 UB 457X152X52A2 =129cmn =0mmConnection detailsGrade of boltGt =8.8Grade of materialRolled sections=S355PlatesS 355Minimum Tensile StrengthUs.b =470MpaUs.f =470MpaMinimum Yield Strength = Design strenghtpy.b =355Mpapy.f =355MpaBolt DetailsNominal yield Strength of BoltPs=640MpaUltimate Tensile StrengthPt=800MpaGradeG.r=8.8BoltsDiameter of Bolt dd=20mmDiameter of Bolt hole DhDh=22mmGross Area of Bolt , AgAb=314mm2Tensile Stress area of Bolt AsAs=245mm2No. of bolt rowsnr=7No. of bolt columnsnc=1Total no. of boltsn=7PitchP=75mmGuageg=0mmHorizontal Edge distance for membere3=35mmHorizontal Edge distance for platee2=35mmVertical End distance in plate at tope1=35mmVertical End distance in plate at bottome1.1=35mmVertical End distance in member at topet=75mmVertical End distance in member at bottomeb=77.6mmDistance between face of supporting member & supported beam (End Projection)t1=10mmEnd ProjectionLength of fin platel=520mmWidth of fin plateBf=80mmThickness of fin platetp=16mm( 1-16) mm PlateThickness of reinforcementtwrp=0mmTotal thickness of webtw=10.5mmLeast thickness of connected partst=10.5mmNr of shear planesNs=1Check 1 : Recommended detailing practiceLength of fin plate l = 35 + 4 * 75 + 35L =35+6*75+35(To give adequate "nominal torsional restraint"=520mm>=0.6D2SAFEB.S.EN 1993-1-8:2005 - Table 3.3) ( )Spacing of BoltsMinimum spacing of bolts=2.2 d0=48.4mm>=min(P,g)SAFEMaximum spacing of bolts=14 t or200mm=147>max(P,g)SAFEEnd & Edge Distances of BoltsMinimum end and edge distances of bolts=1.2 * d0=26.4mm Max.(e1, e1.1, e2,e3, et, eb)=147SAFEzp=45Type of fin plate based on the length,=tp/Zp0.3555555556Recommended detailing practice satisfiedPartial factorsFor resistance of cross sectionm0=1For Concretec=1.5For Bolts/Weldsm2=1.25mu=1.1Correlation Factorw=0.85CHECK FOR BOLTS:For bolts Grade8.8=v=0.6BS EN 1993-1-8-2005 Table 3.4k2=0.9Shear resistance of boltFv.Rd= v*fub*As/ M2=94.04928KNTension resistance of boltFT.Rd= k2*fub*As/ M2=141.07392KNCheck 2: Supported beam - Bolt Group( Bearing of bolts on fin plate and beam web)i For bolt shearBasic RequirementVed= < VRdResultant Force in Bolt group=VEd=492.8549482353KNEccentricity of FV about c.g. of bolt groupZ =t1+e3+0.5*(nc-1)*g=45mmShear resistance of bolt groupVRd=n*FV,Rdsqrt[(1+n)2+(n)2]=Shear resistance of boltFv.Rd= v*fub*As/ M2=94.04928KNConnection designed to be Non-Slip under factored loadsSlip resistance of one boltFSRd=N.ASlip factorm=N.APreloading forceFp,c=0.7*fub*As=137.1552KNFSRd=N.AFor single vertical line of boltsn2 =1n1 =7=0I=n1/2*P2+1/6*n1(n1-1)P1=N.A=0=6z/n(n+1)p1=0.0642857143Shear resistance of bolt groupVRd=600.3589268476KN>492.8549482353SAFEii Fin plate in bearingBasic RequirementVEd =< VRdBearing resistance of bolt groupVRd=n/sqrt[(1+n/Fb,Rd,ver)2+(n/Fb,Rd.hor)2]Vertical Bearing resistance of boltFb,Rd,ver=(k1*b*fup*d*t)/M2=b = min(e1/3do , (p1/3do) - 0.25, fub/fup, 1.0)e1/3do =0.53(p1/3do) - 0.25 =0.89fub/fup=1.70b=0.53k1 = Min((2.8*e2/do) -1.7),((1.4*p2/do)-1.7), 2.5)=2.50Fb,Rd,ver=159.52KNHorizontal Bearing resistance of boltFb,Rd,hor = (k1*b*fup*d*t)/M2k1 == Min((2.8*e1/do) -1.7), ((1.4*p1/do)-1.7), 2.5)2.50b = min(e2/3do , (p2/3do) - 0.25, fub/fup, 1.0)e1/3do =0.53(p2/3do) - 0.25 =0.89fub/fup=1.70b=0.53Fb,Rd,hor =159.52KN(1+n/Fb,Rd,ver)2=0.0000393003(n/Fb,Rd.hor)2=0.0000079583Bearing resistance of bolt groupVRd =1,018.26KN>492.85SAFEiii Beam web in bearingBasic RequirementVEd =< VRdBearing resistance of bolt groupVRd =n/sqrt[(1+n/Fb,Rd,ver)2+(n/Fb,Rd.hor)2]Vertical Bearing resistance of boltFb,Rd,ver = (k1*b*fup*d*t)/M2b = min (e1b/3do, ((p1/3do) - 0.25), fub/fup, 1.0)e1b/3do=1.18(p1/3do) - 0.25=0.89fub/fup=1.70b=0.89k1 = Min((2.8*e2b/do) -1.7), ((1.4*p2/do)-1.7), 2.5)=2.50Fb,Rd,ver=174.97KNHorizontal Bearing resistance of boltFb,Rd,hor = (k1*b*fup*d*t)/M2k1=Min((2.8*e1b/do),((1.4*p1/do)-1.7), 2.5)=2.5b = min(e2b/3do, ((p2/3do) - 0.25), fub/fup, 1.0)=0.53Fb,Rd,hor=104.6818181818KN(1+n/Fb,Rd,ver)2=0.0000326649(n/Fb,Rd.hor)2=0.0000184792Bearing resistance of bolt groupvRd =978.8141184072KN>492.8549482353SAFECheck 3: Supported beam - Connecting elementsShear and bending capacity of fin plate connected to supported beam(i) Shear & block tearing of finplate:Shear resistance of fin plate is the smaller of shear resistance of gross section,net section and block tearing resistanceBasic requirement,VEd =< VRd,minShear resistance of gross section of fin plateVRd.gros = hp*tp*fyp/1.27*3*M0=1342.7257914004KNShear resistance of net section of fin plateVRd.net = Av,net*fup/3*MuAv = [e1+e1.1+(nr-1)p] tp=8320mmNet Shear Area after deducting holesAv.net = Av - nr*d0*tp=5856mmVRd.net=1444.5933571782KNShear resistance of fin platePv=1342.7257914004KNBlock shear resistance of fin plateVRd.eff,2 = (0.5*fup*Ant/M2)+(fyp*Anv/3*M0)Net area subjected to tensionAnt = (tp(e2-0.5*do))=384mmNet area subjected to shearAnv = tp(hp-e1-(n1-0.5)*do)=5472mmBlock shear resistance of fin plate=1203.5739025534KNShear resistance of fin platePv =1203.5739025534KN>492.8549482353SAFE(ii) Bending resistanceBasic requirement,VEd =< VRdhp>=2.73zVRd =infinite520>122.85VRd isINFINITE(iii) Lateral torsional bucklingBasic requirement, for short finplateBasic requirement, for long finplateVRd = Wel,p*fyp/z*M0Wel,p =tp*hp/6721066.666666667mmfyp =355VRd =5688.4148148148KN>492.8549482353SAFEBasic requirement, for long finplateVEd =< VRdVRd = min(Wel,p*lt*fyp/0.6*z*M1, Wel,p*fyp/z*M0)lt=2.8/86.4 ( Zp*hp/1.5tp)^0.5ZP =45=0.252980243Xlt =0.88From TableVRd =5688.4148148148KNLateral torsional bucklingVRd =5688.4148148148KN>492.8549482353SAFECheck 4: Supported beam - resistance at the connectionShear and block tearing capacity of supported beam(i) Shear & block tearing of web:Shear resistance of beam web is the smaller of shear resistanceof gross section, net section and block tearing resistanceBasic requirement,VEd =< VRdShear resistance of gross section of webVRd.gros = Av,wb*fy,wb/3*M0Gross Shear Area for unnotched beamsAv,wb = D'* twb=5749.8mmVRd.gros =1178.4752451142KNShear resistance of net section of webVRd.net = Av,wb,net*fub/3*M2Net Shear Area after deducting holesAv.net = Av - nr*d0*tp=4132.8mmVRd,net =1019.5040004348Shear resistance of webPv =1019.5040004348KNBlock shear resistance of webVRd.eff,2 = (0.5*fup*Ant/M2)+(fyp*Anv/3*M0)Net area subjected to tensionAnt = twb(e2-0.5*do)=252mmNet area subjected to shearAnv = twb(e1b+(n1-1)p1-(n1-0.5)*do)=4038.3mmBlock shear resistance of web=875.0633251843KNShear capacity of the beam at thePvmin =875.0633251843KN>492.8549482353connectionSAFECheck 5: Supporting column - WeldsWeld between fin plate and Column FlangeLeg length of a fillet weldS =6mmThroat thicknessa =0.7*Sa=4.2mmTotal effective length of the weld to the columnlw =1040mmDirectional MethodLongitudial Shear forceFL=275.00KNTransverse ForceFT=409.00KNDesign value of weld force per unit length, logitudinalFwL,Ed = FL/lw=0.2644230769KN/mmDesign value of weld force per unit length, TransverseFwT,Ed = FT/lw=0.3932692308KN/mmw=0.9fu =470N/mm =45Design shear strength of weldfvw.d = fu/(3*w*M2 )=241.2041124614N/mmCoefficientK = sqrt(3/(1+2Cos2)Cos =0.7071067812k =1.2247448714Design weld resistance , logitudinalFwL,Rd = fvw.d*a=241.2041124614=1.0130572723KN/mm>0.2644230769SAFEDesign weld resistance , TransverseFwT,Rd = K*FwL,RdP1 =1.2407366987>0.3932692308SAFECheck for Interaction,SQRT[(FwT,Ed/K)+(FwL,Ed]409.00SAFE(iii) For bearingNtie < Nbu,RdNbu,Rd = nFbu,RdBearing resistance of boltFb,u,Rd = (k1*b*fup*d*t)/Mub = min(e2/3do , ((p2/3do) - 0.25),fub/fup, 1.0)e2/3do=0.5303030303((p2/3do) - 0.25)=0.8863636364fub/fup=1.7021276596b=0.53k1 == Min((2.8*e1/do) -1.7), ((1.4*p1/do)-1.7), 2.5)=2.5Fb,u,Rd=181.2672176309KN=1268.870523416KN>409.00Tie forceSAFE(iv) For block tearingBlock shear resistance of fin plateVRd.eff,1 = (fup*Ant/Mu)+(fyp*Anv/3*M0)case-1Net area subjected to tensionAnt = tp((n1-1)p1-(n1-1)d0)=5088mmNet area subjected to shearAnv = (2*tp(e2-0.5*do))=768mmVRd.eff,1=2331.3724137555KNcase-2Net area subjected to tensionAnt = tp((n1-1)p1-(n1-0.5)d0+e1)=5472mmNet area subjected to shearAnv = (tp(e2-0.5*do))=384mmVRd.eff,1=2416.7407523323KNBlock shear resistance of fin plate=2331.3724137555KN>409.00Tie forceSAFECheck 7: Structural integrity - supported beamThis check is only needed if it is necessary to comply with structural integrity requirementsStructural integrity - tension and bearing capacity of beam web(i) For tensionBasic requirement,NEd < Nt,u,RdTension resistance of the gross sectionNpl,Rd = twb*hwb*fuwb/Mu=2456.7KNTension resistance of the gross sectionNnet,u,Rd = 0.9*fub*Anet/Mu=0.9A = hwb twb=5460.0mmAnet = A - nr*Dh*tp=3843mmNnet,u,Rd=1477.8081818182KN>409.00Tie forceSAFE(ii) For bearingNtie < Nbu,RdNbu,Rd = nFbu,RdBearing resistance of boltFb,u,Rd = (k1*b*fuwb*d*twb)/Mub = min(e2b/3do , ((p2/3do) - 0.25), fub/fup, 1.0)e2b/3do=0.5303030303((p2/3do) - 0.25)=N.Afub/fup=1.7021276596b=0.5303030303k1=MIN(((1.4*P1/do)-1.7), 2.5)=2.5Fb,u,Rd=118.9566115702KNNbu,Rd =832.6962809917KN>409.00SAFE(iii) For block tearingBlock shear resistance of fin plateVRd.eff,1 = (fup*Ant/Mu)+(fyp*Anv/3*M0)case-1Net area subjected to tensionAnt = twb((n1-1)p1-(n1-1)d0)=3339mmNet area subjected to shearAnv = 2*twb(e2-0.5*do)=504mmVRd.eff,1 =1529.963146527KNcase-2Net area subjected to tensionAnt = twb((n1-1)p1-(n1-0.5)d0+e1b)=4038.3mmNet area subjected to shearAnv = twb(p2+e2-1.5*do)=252mmVRd.eff,1 =1777.1052096272=1529.963146527>409.00SAFE

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MBD008C513D.unknown