基于ANSYS的支撑框架结构地震反应谱分析

38320126SichuanBuildingScience2010-12-101986－。[e-mail]11211．7121002．150090ANSYS。5。。。ANSYSTU375A1008－1933201203－193－05SeismicresponsespectrumanalysisofbracedRCmomentframestructurebasedonANSYSLIKun1TIANXingyun1SULei2HOUChunjiao11．DepartmentofCivilEngineeringNorthwestA＆FUniversityYangling712100China2．Dep．ofCivilEngineeringHarbinInstituteofTechnologyHarbin150090ChinaAbstractUsethelarge-scalestructuralanalysissoftwareANSYStomakefiniteelementmodelforabracedframestructureanalysethebracedframestructuredynamicpropertiesandtheelasticresponseofstructuresunderseismicload．Dostructuremodalanalysisfindthetop5stepsoffrequenciesandmodeshapescomingtothedynamiccharacteristicsofthebracedframestructure．Conductseismicresponsespectrumanalysisandstudythemechanicalcharacteristicsofeachcomponentunderseismicloadoffertingsomesuggestionsaboutthebracedframedesign．KeywordsfiniteelementmethodmodalanalysisresponsespectrumsolutionANSYS0－。、。。。－－、1。－1∶4“——”。－2。－。3。SAP934。。5。SRSS。1ANSYS1．19391。24m×36m0.6m×0.6m4.5m3m0.3m×0.6m0.25m×0.3m0.12m。C301。1Fig．1ThebracedRCframesturcturelayout1．2BEAM188、、SHELL63。0.05。1。1Table1Parametersofstructuremodal/m/kg/m3/PaBEAM1880．6×0．6C3027003．0E10BEAM1880．3×0．6C3027003．0E10BEAM1880．25×0．3C3027003．0E10SHELL630．12C3027003．0E101．3。。2。2。Subspace88。52。2Fig．2Finiteelementmodalofthebracedstructure2Table2NaturefrequenceofthebracedRCframe123451．03562．07932．14423．22865．77952．1111.0356Hz0.965s。3。31Fig．3Nodaldisplacementsolutionofthefirststepmodal31。1。。49138。、。3b。2/3D4a。。D。4Fig．4SimplifieddiagramofverticalRCframemodes2．2222.0793Hz0.4824s。5。52Fig．5Nodaldisplacementsolutionofthesecondstepmodal52。。。。。。2．3332.144Hz0.466s。6。63Fig．6NodaldisplacementsolutionofthethirdstepmodalonhorizontalRCframe3。6。2．4443.229Hz0.303s。7。74。4b。4。2．5555.779Hz0.173s。8。85。4c。。385912012No.3ANSYS74Fig．7Nodaldisplacementsolutionofthefourthstepmodal85Fig．8NodaldisplacementsolutionofthefifthstepmodalⅡ0.05。SRSS。x。GBJ50011－2001《》0.1670.250.3330.444440.50.66711.251.6672.22210100000.24350.30950.33730.360880.36870.47790.68810.84111.08991.41171.60.72。x9。Δmax=0.010662mδ1=0.001088mδ2=0.002222mδ3=0.003408mδ4=0.004774mδ5=0.005998mδ6=0.007254mδ7=0.0084991mδ8=0.009506mδ9=0.01064m。θmax=0.001288/3=4.3/10000。9xFig．9Deformationshapeofstructureunderxdirectionseismicload10xFxFig．10ForceFxofstructureunderxdirectionseismicloadxFxx10。10。Fx。??Fx。???69138。xMz11。。2。11xMzFig．11ForceMzofstructureunderxdirectionseismicload11??。???。?。xFy12。??Fy??Fy?、Fy。12xFig．12ForceFyofstructureunderxdirectionseismicload????。。41。。2。。D。、。3。。4。?。1．－J．1994818-20．2．－J．1996692-96．3．J．2000679-83．4．J．1999683-85．5GB50011—2001S．6．－J．1994．7．－J．1996692-96．8．Ansys－J．2010121-23．9．M．2008．7912012No.3ANSYS