深圳农村商业银行文稿

深圳农村商业银Shenzhen深圳农村商业银ShenzhenRuralCommercial超限高层抗震设计专项审查报Over-LimitHighRiseBuildingEPRAppendix构件校Member深圳农村商业银行总部塔楼ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP1.1.剪力墙Shear1.1.剪力墙ShearTheperformancetargetforthewallistoachieveabucklingfactorofatleast5withrespecttotheserviceloadcombinationsaccountingforthegravityloads,specificallyDL+SDL+0.5LL.Shearwalldesignsunderelasticmediumearthquakeaswellasnon-seismicprovidedforlevels2and7.Asampledesignforawallpieratlevel2isalso本研究采用SAP2000软件，一个多用途的有限元分析软体。SAP2000模型相配ETABS模型的几首层和第5层之间两边无支撑。ThestudyhasbeenconductedusingSAP2000,generalpurposefiniteelementsoftware.TheSAP2000modelmatchestheETABSmodeloftheofficetowerintermsofgeometries,loadsandmasses.TheimagebelowisanexcerptfromS-107indicatingthewallunderconsiderationandtheextentofthefiniteelementmodel.Thewallisunbracedonbothsidesbetweengroundlevelandlevel核心筒屈曲分析CoreWallBucklingFigure:ExcerptfromS-107indicatingthewallunderTheofficetowercorewallsaregenerallybracedevery4.5mbybeamsandslabs.Atthelevelsbetweengroundlevel(elevation0m)andlevel5(elevation18m)areunbracedthustheyneedtobecheckedforanysignificantbuckling.深圳农村商业银行总部塔楼ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP是无支撑，两个边墙是由楼板支撑的。在分析当中，墙体的惯性矩被折减50%来说明墙体的可能Thereactions是无支撑，两个边墙是由楼板支撑的。在分析当中，墙体的惯性矩被折减50%来说明墙体的可能ThereactionsfromtheETABSmodelfortheloadcombinationDL+SDL+0.5LLatlevel7beenapplieddirectlyatthetopofthewall.NoticethatafewlevelsaboveandbelowtheregionofinterestweremodeledtoavoidlocaleffectsduetostressconcentrationsatthepointThebucklingfactorobtainedfromtheanalysisis10.5,whichisgreaterthanthetargetbucklingfactorof5.Thebuckledshapeassociatedwiththisfactorisshowninthefigurebelow.applicationoftheload.Themomentofinertiawasreducedto50%ofitsoriginalvalueanalysistoaccountforthepossiblecrackingofthewall.LoadappliedattheAreaof图片Figure:BuckledshapeoftheThecorewallhasaverylargefactoragainstbuckling;thereforeithasadequatestrengthtosatisfythedesigncriterion.图片3DFigure3Dmodelofcore深圳农村商业银行总部塔楼ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP2层剪力墙2层剪力墙设计——非地震Level02ShearWallDesign–Non-深圳农村商业银行总部塔楼ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP2层剪力墙2层剪力墙设计——中震弹性Level02ShearWallDesign–MediumEarthquake深圳农村商业银行总部塔楼ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP2层剪力墙2层剪力墙设计——非地震Level02ShearWallDesign–Non-深圳农村商业银行总部塔楼ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP2层剪力墙2层剪力墙设计——中震Level02ShearWallDesign–MediumSeismic深圳农村商业银行总部塔楼ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP2层剪力墙2层剪力墙OV5计算示例——非地震Level02PierOV5SampleCalculation–Non-深圳农村商业银行总部塔楼ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP深圳农村商业银行总部塔楼ShenzhenRuralCommercial深圳农村商业银行总部塔楼ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLPSAP2000SAP2000Bucklinganalysisofcornercolumnsanddiagridmembersatlobbylevelfromlevel1tolevel5hasbeencarriedout.Thedetaileddescriptionofbucklinganalysisisgivenbelow.Samplecalculationsforthecornercolumndesignareprovidedbelowforfrequentearthquakeelasticandmediumearthquakeelastic角柱和斜交网格构件BucklingAnalysisofCornerColumnsandDiagridThebucklingchecksweremadeoncolumnsanddiagridmembers.ThemodelwascreatedinSAP2000v15.1.0.Followingassumptionsweretakentoanalyzethemodel:AllthecornercolumnsanddiagridmembersarepinnedattheThediagridmembersandcolumnsarepinnedwheretheyareconnectedbydiagonalandstubbeamstothecore.Onlyaxialloadisappliedonlevel5toalltheverticalanddiagonalactionofbuckling.TheforcesinallthemembersareclosetotheETABS4.30（屈曲承载力/施加力），因此柱有足够的屈曲5.20Thebucklingmodesareshownbelow.Thefirstbucklingmodehasaratioof4.30(BucklingCapacity/ForceApplied)thusimplyingsufficientbucklingcapacityinthecolumn.Similarlycaseofthediagridmember,thebucklingmodehasaratioof深圳农村商业银行总部塔楼ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLPBucklingBucklingMode5:Ratio:BucklingMode1:BucklingMode9:Ratio:深圳农村商业银行总部塔楼ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighBucklingBucklingMode5:Ratio:BucklingMode1:BucklingMode9:Ratio:深圳农村商业银行总部塔楼ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP表：屈曲TABLE:BUCKLING步输出工步放大因123456789GroundFloorCornerColumnDesign–GroundFloorCornerColumnDesign–Frequent6层角柱设计—小Level6CornerColumnDesign–Frequent深圳农村商业银行总部塔楼ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP14Level14Corner14Level14CornerColumnDesignFrequentGroundFloorCornerColumnDesign–MediumSeismic深圳农村商业银行总部塔楼ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP6层角柱设计——中震弹6层角柱设计——中震弹Level6CornerColumnDesign–MediumSeismic14层角柱设计——中震弹Level14CornerColumnDesign–MediumSeismic深圳农村商业银行总部塔楼ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP1.3.典型斜交网格1.3.典型斜交网格构件设计TypicalDiagridMember深圳农村商业银行总部塔楼ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP1.4.典型重力梁1.4.典型重力梁TypicalGravityBeamSamplenon-seismicchecksoftypicalgravitybeamsareprovided深圳农村商业银行总部塔楼ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP深圳农村商业银行总部塔楼ShenzhenRuralCommercial深圳农村商业银行总部塔楼ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP1.5.典型短梁校核1.5.典型短梁校核TypicalStubBeamSamplemediumseismicEQchecksoftypicalgravitybeamsareprovided深圳农村商业银行总部塔楼ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP1.6.典型斜梁校核1.6.典型斜梁校核TypicalDiagonalBeamSamplemediumseismicEQchecksoftypicalgravitybeamsareprovided深圳农村商业银行总部塔楼ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP1.7.典型连梁设计Typical1.7.典型连梁设计TypicalLinkBeamSamplenon-seismicandfrequentearthquakeelasticdesignsforatypicalreinforcedconcretelinkbeamareprovidedbelow.非抗震设Non-Seismic深圳农村商业银行总部塔楼ShenzhenRuralCom