北京大学体育馆钢屋盖预应力桁架壳体结构分析的几个关键问题

:1000-6869(2006)04-0044-07,(,200092):2008:,,,,,,;:;;;:TU394104:ASeveralkeyissuesofstructuralanalysisofprestressedsteeltrussshellsroofofBeijingUniversitygymnasiumDINGJiemin,HEZhijun(ArchitectureDesign&ResearchInstituteofTongjiUniversity,Shanghai200092,China)Abstract:Anew2stylehybridtensionstructurewithprestressedtrussshellsystem,wasappliedinthesteelstructuralroofoftheBeijingUniversitygymTableTennisGymnasiumforthe2008OlympicGames.Threekeytechnicalproblemsinstructuralanalysisareintroducedinthispaper.Theseproblemsincludethedeterminationofinitialpre2tensionforce,seismicresponseanalysisoftheroofstructureandultimatecapacityanalysis.NonlinearanalysisoftheproblemsisrealizedusingANSYSandSAP2000packages.Geometricnonlinearity,materialnonlinearityandsupportconditionnonlinearitycausedbytheslidebearingareconsideredintheanalysisofultimatecapacity.Theanalyticalresultsshowthatthroughactiveapplicationoftheprestressedcablesandslidingbearings,aself2balancedroofstructureispossible,whichimprovestheefficiencyoftheroofandsimplifiesthedesignforthesupportingsystem.Theultimatecapacityoftheroofstructuredependsonthestrengthandrigidityofthesupportingcolumns,centralrigidringandtheroofbracesystem.Keywords:pre2stressedtrussshellsystem;seismicresponse;nonlinearanalysis;ultimatebearingcapacity:(1957-),,,,:20051112008,26900m2,8000(2000),(1)9312m72m,4m,616m,2114m,2815m7m,24m,3313m44274Vol127,No1420068JournalofBuildingStructuresAug12006,,,,,1Fig11PerspectiveviewofBeijingUniversitygym2211,,,,,,,,(2),32,(),,64m80m;2613m24m,,32,,2213m26m4m,,,,,9m,24m7m,2m2m,1596,,,65m,,2m,24510,1688;5m2m,32514,29914,1688,1808;1596;4m,2038;115m,42620,2038;4m,2038;2038;1808,15981515,60mm,1670MPa212,:(1),,,54,32324,28,Y(),X(),,2Fig12Roofstructure(2),,,,,,,,(3),,,,;(),,,,,(4),,,,5m,64,,,,:(1);(2);(3),380m64m,,,,;,,;,,:,,,,,28SAP2000ANSYS,4,,,,,,,,,,,[1],,,,,,[2],,,,,,,,,,500kN,168173N/mm22918mm,12106mm,16109mm,3619mm142917kN+40,47181mm120mm,631kN,1400kN+40,5194mm38106mm,398116kN,437105kN-40,30117mm29164mm,493161kN,60112kN,,30117mm47181mm,,,38mm,12413mm,L/400=6400/400=160mm,L=34749mm,398116kN,=82144mm,/L=1/422,2s,,500kN7458,,,,++0153Fig13Seismicresponseoftheroofstructure,ElCentroElMonte()[3],3a,70gal3b3c3d3X(),ElMonte;Y(),;,1Table1Seismicresponseofdisplacement/mm/mm/mmElCentro7136516812109ElMonte81661012891631219071361413181475172111231,ElCentro,8711%,9164mm;ElMonte,,7177mm,ElMonte,8518%,12101mm84,70mm6,,,,,,,,,,2,[4,5]611[5,6],221502,();21832,;31060,;31588,;31863,,4(4),,;,,,,497mm,,,3477kN,,1298kN2Table2Plasticdevelopmentoftheshell/mm21502-29919021502-29919021832-33219331060-36011131281-39013231588-43412031698-45011431863-475139612425242Fig14Load2verticaldisplacementcurveofthecentraljoint52Fig15Load2slidedisplacementcurves944,21180,,2168,,,,,5,1180,,,,,3128,,,2168,,2150,,,,;2168,,,,2mm,,,,215,1135,7,,,,,,,,,,,,,,,,,,,,,[1]LawrenceAKloiber,DavidEEckmann,ThomasRMeyer,StephanieJHautzinger1Designconsiderationsincable2stayedroofstructures[J]1ModernSteelConstructionMarch,2004,44(3):75-821[2]1[R]1,20051[3]1[R]120041[4],.[M]1:,19961[5]AnsysInc1Ansysmanualoftheoryandelementonlinehelp[R]1[6]JYRichardLiew,NMPunniyakotty,NEShanmugam1Limit2stateanalysisanddesignofcabletensionstructure[J]1InternationalJournalofSpaceStructures,2001,16(2):95-1091[7]WFChen1Structuralstability:fromtheorytopractice[J]1EngineeringStructures,2000,22(2):116-122105