超限高层结构的抗震性能分析

UDC10497TheSeismicCharacteristicAnalysisofLimited-beyondHigh-riseBuilding4300702008-12-06200811IA2156128.35m1)2)()3)IIABSTRACTWiththedevelopmentofcityconstructionhigh-risestructuresincreaserapidly,Anddiversificationoftheirfunctions,Atthesametimearchitectsarenolongersatisfiedwithorderlyfacadesofthestructures,allthesefactorsleadtotheComplicationofplanearrangementsandverticalconfigurationsinthehigh-risebuildings.Asweknow,duetotheunevenlydistributionofthemassesandlateralresistantmembers,thecomplicatedstructuresaresubjectedtocomplexforces.Inaddition,itisdifficultforengineerstorecognizetheweakpartsandfailuremodesofthesecomplicatedstucturesunderearthquake.Therefore,ithasbecometheprincipleforengineerstopredictthestressstatusofthecomplicatedhigh-buildingunderearthquakeinordertoguaranteetheirseismiccapabilities.Researchesarecarriedoutbasedonanactualengineeringcase,ahigh-risebuildinginWuhanbythechangjiangriver(56above-groundlayer,buildingheightof179.6meterstotal)Theverticalarrangementofthisstructureadoptsuchschemethatonesidedrawbackandtheothersideoverhung,thentheresultsisthatthegravitycenterleantonesideandthemass,therigidityofeachfloorhavehugedifference,Sothewholestructureisextraasymmetry,weknowthatthebuildingisacomplicatedstructure,andweshouldcalculateitnotonlybytheroutinemethodbutalsobytime-historyanalysisunderearthquake.Thispapermadethe3-dimensionfiniteelementmodelofthestructureusingthegeneralFEMsoftwaveANSYS,anddothefollowingthings:1)performingthemodalanalyses.Thedynamiccharacteristicsofthebuildingwasdisplayed,thentherigidityarrangementandthetorsioneffectwereevaluated,2)performingtheelasticanalysesundermoderateearthquake.Inordertocomparetheresponsesofthestructureunderdifferentearthquakerecord,thisarticleselectedthreeearthquakerecord(oneman-madewaveandtwonaturalrecord.Thetime-historydisplacementofthetopfloor,therelativedisplacementanddisplacementanglesoftheadjacentfloorswereanalyzed,andtheresultswerecomparedwiththeresultsofspectrumanalysis.Thenthestressandinternalforceoftheshearwalls,beamsandcolumnswerecalculated,andfinallyfindtheweakpartsinthestructure.theresultswillprovideIIIsomereferencefortheseismicdesign.3)Performingelastic-plastictime-historyanalyzesunderheavyearthquake.Inordertogettheelastic-plasticresponsesofthestructureunderheavyearthquake,thepaperperformelastic-plastictime-historyanalyzestherelativedisplacement,displacementanglesoftheadjacentfloorsandtheplasticdeformationweredisplaced,thuswecanhaveacomprehensiverecognitionabouttheseismicperformancesofthestructure.Theresultsgotbythispaperprovideatheoreticbasefortheseismicdesign,andalsohavevastreferencevaluesforthesimilarcomplicatedtallbuilding.ANSYSisoneofthemostfamousfiniteelementsoftware,itincludesstrongsolver,preprocessor,andpostprocessor,soitcansolvecomplexandcomplicatedengineeringproblem.Keyword:thelimited-beyondhigh-risebuilding,seismiccharacteristic,weakparts,time-historyanalysis,elastic-plasticanalysisIV...........................................................................................................................IABSTRACT...............................................................................................................II.............................................................................................................11.1..........................................................11.2..........................................................................................21.2.1...............................................................................21.2.2...........................................................31.2.3...................................................................................31.3..............................................................................................41.3.1.......................................................................................41.3.2.......................................................................................51.3.3...........................................................................................61.4......................................................................................................61.4.1...................................................................................71.4.2...............................................................................................71.5..................................................................................................71.5.1.......................................................................................71.5.2...........................................................................................7.....................................................................................92.1......................................................92.2........................................................122.2.1.................................................................................................122.2.2....................................................