东方艺术中心钢结构屋架的抗震设计研究-汪大绥

©1994-2010ChinaAcademicJournalElectronicPublishingHouse.Allrightsreserved.(2006)03-0105-081,1,1,1,1,2,3,3(11,200002;21,200041;31,200135):,,200mm(,):(1)7,(2)(3),,,(4):;;:TU39313TU318:AStudyontheseismicdesignofthesteeltrussroofofOrientalArtCenterWANGDasui1,YAOLimin1,HUAGengsheng1,ZHANGWeiyu1,ZHUYing1,LIChengming2,LIZhongyong3,NINGFeng3(1.EastChinaArchitecturalDesignandResearchInstituteCo.Ltd,Shanghai200002,China;2.ShanghaiXianDaiArchitecturalDesignGroupCo.Ltd,Shanghai200041,China;3.HeadquarterofProjectConstrutionforOrientalArtCenter,Shanghai200135,China)Abstract:Duetothecharactersoflong2span,over2cantileverandspecialshape,thespacesteeltrussisadoptedfortheroofofOrientalAreCenter.Thewholesystemisdividedintofivepartsbyseismicjointswiththewidthof200mm.Horizontalbracesandmulti2typesupportsareusedtomeettherequirementsofseismicdesign.Togetherwiththetraditionalanalysisonthetrussitself,themodeloffivepartsseparated,andthemodelwithfivepartsasawholearestudiedinthispaper.Theanalysisshows:(1)Inthedistrictofintensityofsevendegree,verticalandhorizontalseismicanalysisisnecessarytothelong2span,over2cantilevertrusswithfixedandslidesupportsunderthelargeloads.(2)Theperiodsofspacesteeltrussareveryclosed,andmoremodesshouldbeincludedinthedynamicanalysis.(3)Themodelwithfivepartsseparatedshouldbeusedinthedesignbecausethesteeltrussisputaboveandaffectedbythereinforcedconcretestructurebelow.(4)Itissafertousethemodelwiththefivepartsseparatedthantheconnectedone.Keywords:steelstructure;spacetruss;seismicdesign:(1942-),,,:200491,,501273Vol.27,No.320066JournalofBuildingStructuresJune2006©1994-2010ChinaAcademicJournalElectronicPublishingHouse.Allrightsreserved.[1],,,10kN/m2,7,311m,315m,112m,(),200mm,(12)4911m6212m8110m4911m8010m,18m24185m3018m40m54m6018m18m24185m3411m54m,10m13m13m10m13m6m1Fig11Perspectivedrawingofthesteeltruss,,,,,,,(2),2Fig12Down2chordplan2211,,(3),,ANSYS,(),,,,21221211:7:=0108:v=0165:(1)601©1994-2010ChinaAcademicJournalElectronicPublishingHouse.Allrightsreserved.(DBJ08-31-92),X,Y,Z,,110Table1Tenperiodsoftrussofdifferentparts(singlemodel)T1/sT2/sT3/sT4/sT5/sT6/sT7/sT8/sT9/sT10/sT10/T1012660123801204011800117201170011640115901159011560159013490135901351012730125401247012220122001182011780151014680145201331013230128201259012410123901220012060144013130131101294012870126701256012520123401224012180170210Table2Tenmodesoftrussofdifferentparts(singlemodel)+++++++++++(2)(DBJ08-32-92)21212(,)GEX012WEZGEY012WEZGEX016TEZGEY016TEZ,G;EX,EY,EZX,Y,Z;W;T(:40,:20,40)21321311(1)110,2433Fig13Separatepartgloblemodelsandsinglemodelsofdifferentpart4:(YX),701©1994-2010ChinaAcademicJournalElectronicPublishingHouse.Allrightsreserved.(singlemodel)(),18m24m36m46m,,,10m13m,,,,,(),54m62m,(60m),,13m,,,,(),,,,,T10/T1=01440170,,,,,(),,,,,,,N31030,,N=3,N=10,30,,N=3,1030,,,,10,301070%,,[1]3EZG()3Table3Seismicfactorintheverticaldirection(singlemodel)EZ/kNG/kN=EZ/G9219173818513%11915542162210%7310151311418%,,,,22%,7,1013m,2026m,60m((JGJ791)60m),,801©1994-2010ChinaAcademicJournalElectronicPublishingHouse.Allrightsreserved.(separatepartgloblemodel)T1/sT2/sT3/sT4/sT5/sT6/sT7/sT8/sT9/sT10/sT10/T1015030129901294012850123301198011870117801176011750135014350137801368013140128501267012600125701252012370154016090150701475014260139601364013550135101340012990149014190134801347013210131901307013040130301274012670127510Table5Tenmodesoftrussofdifferentparts(separatepartgloblemodel)TT+T++T+TT++T++T+T+T++T+T+T+T+T+:T,T,,(2)410,5,,,,,,,,,,,,,,,,,,(,),,,,,,,56,X,,,,(),,(30),,,,21312()(1)901©1994-2010ChinaAcademicJournalElectronicPublishingHouse.Allrightsreserved.=01642s(kN)Fig15Shearforceofsupport(part3)underT1=01642s6T1=01517s(kN)Fig16Shearforceofsupport(part3)underT1=01517s,X,,YZ,,(2)XY,327kN423kN637kN664kN,Z,,185kN,,,,,,66Table6Comparisonofthemaximummemberforceofthesteeltruss(part3)underseismicloadX/kNY/kNZ/kN32732115121542320093120735906372684836643171851379621313(),,,77XTable7Comparisonofmaximumhorizontaldisplacementofsteeltruss(part3)underXdirectionseismicloadX/mmY/mm83162910201231121314()8:,,,,,,,8Table8Supportcounterforceofsteeltruss(part3)underseismicloadX/kNY/kNZ/kNNVXVYNVXVYNVXVY357421689919714311519547144620210212211085022196:N,VXX,VYY011©1994-2010ChinaAcademicJournalElectronicPublishingHouse.Allrightsreserved.:,,,,,,9Table9Periodsandmodesoftheglobalmodelwithfivepartsconnected134681830T/s01608015030150101435014190132201285,,313,,10,,10Table10Comparisonofthehorizontalmaximumdisplacementsbetweentheglobalmodelwithfivepartsseparatedorconnectedunderseismicload/mm/mm/mm2012311201413161018171431411,11Table11Comparisonofthemaximumshearforcesofone2wayslideandfixedsupportbetweentheglobalmodelwithfivepartsseparatedorconnectedunderseismicload/kN228806140422810251863331131154414,,12,,12Table12Comparisonoftheinternalforcesofch