深圳農(nóng)村商業(yè)銀行文稿

深圳農(nóng)村商業(yè)銀Shenzhen深圳農(nóng)村商業(yè)銀ShenzhenRuralCommercial超限高層抗震設(shè)計專項審查報Over-LimitHighRiseBuildingEPRAppendix構(gòu)件校Member深圳農(nóng)村商業(yè)銀行總部塔樓ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP1.1.剪力墻Shear1.1.剪力墻ShearTheperformancetargetforthewallistoachieveabucklingfactorofatleast5withrespecttotheserviceloadcombinationsaccountingforthegravityloads,specificallyDL+SDL+0.5LL.Shearwalldesignsunderelasticmediumearthquakeaswellasnon-seismicprovidedforlevels2and7.Asampledesignforawallpieratlevel2isalso本研究采用SAP2000軟件，一個多用途的有限元分析軟體。SAP2000模型相配ETABS模型的幾首層和第5層之間兩邊無支撐。ThestudyhasbeenconductedusingSAP2000,generalpurposefiniteelementsoftware.TheSAP2000modelmatchestheETABSmodeloftheofficetowerintermsofgeometries,loadsandmasses.TheimagebelowisanexcerptfromS-107indicatingthewallunderconsiderationandtheextentofthefiniteelementmodel.Thewallisunbracedonbothsidesbetweengroundlevelandlevel核心筒屈曲分析CoreWallBucklingFigure:ExcerptfromS-107indicatingthewallunderTheofficetowercorewallsaregenerallybracedevery4.5mbybeamsandslabs.Atthelevelsbetweengroundlevel(elevation0m)andlevel5(elevation18m)areunbracedthustheyneedtobecheckedforanysignificantbuckling.深圳農(nóng)村商業(yè)銀行總部塔樓ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP是無支撐，兩個邊墻是由樓板支撐的。在分析當(dāng)中，墻體的慣性矩被折減50%來說明墻體的可能Thereactions是無支撐，兩個邊墻是由樓板支撐的。在分析當(dāng)中，墻體的慣性矩被折減50%來說明墻體的可能ThereactionsfromtheETABSmodelfortheloadcombinationDL+SDL+0.5LLatlevel7beenapplieddirectlyatthetopofthewall.NoticethatafewlevelsaboveandbelowtheregionofinterestweremodeledtoavoidlocaleffectsduetostressconcentrationsatthepointThebucklingfactorobtainedfromtheanalysisis10.5,whichisgreaterthanthetargetbucklingfactorof5.Thebuckledshapeassociatedwiththisfactorisshowninthefigurebelow.applicationoftheload.Themomentofinertiawasreducedto50%ofitsoriginalvalueanalysistoaccountforthepossiblecrackingofthewall.LoadappliedattheAreaof圖片F(xiàn)igure:BuckledshapeoftheThecorewallhasaverylargefactoragainstbuckling;thereforeithasadequatestrengthtosatisfythedesigncriterion.圖片3DFigure3Dmodelofcore深圳農(nóng)村商業(yè)銀行總部塔樓ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP2層剪力墻2層剪力墻設(shè)計——非地震Level02ShearWallDesign–Non-深圳農(nóng)村商業(yè)銀行總部塔樓ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP2層剪力墻2層剪力墻設(shè)計——中震彈性Level02ShearWallDesign–MediumEarthquake深圳農(nóng)村商業(yè)銀行總部塔樓ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP2層剪力墻2層剪力墻設(shè)計——非地震Level02ShearWallDesign–Non-深圳農(nóng)村商業(yè)銀行總部塔樓ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP2層剪力墻2層剪力墻設(shè)計——中震Level02ShearWallDesign–MediumSeismic深圳農(nóng)村商業(yè)銀行總部塔樓ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP2層剪力墻2層剪力墻OV5計算示例——非地震Level02PierOV5SampleCalculation–Non-深圳農(nóng)村商業(yè)銀行總部塔樓ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP深圳農(nóng)村商業(yè)銀行總部塔樓ShenzhenRuralCommercial深圳農(nóng)村商業(yè)銀行總部塔樓ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLPSAP2000SAP2000Bucklinganalysisofcornercolumnsanddiagridmembersatlobbylevelfromlevel1tolevel5hasbeencarriedout.Thedetaileddescriptionofbucklinganalysisisgivenbelow.Samplecalculationsforthecornercolumndesignareprovidedbelowforfrequentearthquakeelasticandmediumearthquakeelastic角柱和斜交網(wǎng)格構(gòu)件BucklingAnalysisofCornerColumnsandDiagridThebucklingchecksweremadeoncolumnsanddiagridmembers.ThemodelwascreatedinSAP2000v15.1.0.Followingassumptionsweretakentoanalyzethemodel:AllthecornercolumnsanddiagridmembersarepinnedattheThediagridmembersandcolumnsarepinnedwheretheyareconnectedbydiagonalandstubbeamstothecore.Onlyaxialloadisappliedonlevel5toalltheverticalanddiagonalactionofbuckling.TheforcesinallthemembersareclosetotheETABS4.30（屈曲承載力/施加力），因此柱有足夠的屈曲5.20Thebucklingmodesareshownbelow.Thefirstbucklingmodehasaratioof4.30(BucklingCapacity/ForceApplied)thusimplyingsufficientbucklingcapacityinthecolumn.Similarlycaseofthediagridmember,thebucklingmodehasaratioof深圳農(nóng)村商業(yè)銀行總部塔樓ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLPBucklingBucklingMode5:Ratio:BucklingMode1:BucklingMode9:Ratio:深圳農(nóng)村商業(yè)銀行總部塔樓ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighBucklingBucklingMode5:Ratio:BucklingMode1:BucklingMode9:Ratio:深圳農(nóng)村商業(yè)銀行總部塔樓ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP表：屈曲TABLE:BUCKLING步輸出工步放大因123456789GroundFloorCornerColumnDesign–GroundFloorCornerColumnDesign–Frequent6層角柱設(shè)計—小Level6CornerColumnDesign–Frequent深圳農(nóng)村商業(yè)銀行總部塔樓ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP14Level14Corner14Level14CornerColumnDesignFrequentGroundFloorCornerColumnDesign–MediumSeismic深圳農(nóng)村商業(yè)銀行總部塔樓ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP6層角柱設(shè)計——中震彈6層角柱設(shè)計——中震彈Level6CornerColumnDesign–MediumSeismic14層角柱設(shè)計——中震彈Level14CornerColumnDesign–MediumSeismic深圳農(nóng)村商業(yè)銀行總部塔樓ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP1.3.典型斜交網(wǎng)格1.3.典型斜交網(wǎng)格構(gòu)件設(shè)計TypicalDiagridMember深圳農(nóng)村商業(yè)銀行總部塔樓ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP1.4.典型重力梁1.4.典型重力梁TypicalGravityBeamSamplenon-seismicchecksoftypicalgravitybeamsareprovided深圳農(nóng)村商業(yè)銀行總部塔樓ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP深圳農(nóng)村商業(yè)銀行總部塔樓ShenzhenRuralCommercial深圳農(nóng)村商業(yè)銀行總部塔樓ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP1.5.典型短梁校核1.5.典型短梁校核TypicalStubBeamSamplemediumseismicEQchecksoftypicalgravitybeamsareprovided深圳農(nóng)村商業(yè)銀行總部塔樓ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP1.6.典型斜梁校核1.6.典型斜梁校核TypicalDiagonalBeamSamplemediumseismicEQchecksoftypicalgravitybeamsareprovided深圳農(nóng)村商業(yè)銀行總部塔樓ShenzhenRuralCommercialBankHeadquartersTowerOver-LimitHighRiseBuildingEPRReportSkidmore,Owings&MerrillLLP1.7.典型連梁設(shè)計Typical1.7.典型連梁設(shè)計TypicalLinkBeamSamplenon-seismicandfrequentearthquakeelasticdesignsforatypicalreinforcedconcretelinkbeamareprovidedbelow.非抗震設(shè)Non-Seismic深圳農(nóng)村商業(yè)銀行總部塔樓ShenzhenRuralCom