高层建筑结构推覆分析及对设计的启示

:1000-6869(2005)06-0100-08,(,200092):,(TBPOA),,,,,3:,,,:;;;:TU973131:APush2overanalysisofhigh2risebuildingsanditsinfluenceonstructuraldesignLUXilin,ZHUJiejiang(StateKeyLaboratoryforDisasterReductioninCivilEngineering,TongjiUniversity,Shanghai200092,China)Abstract:Inthepastyears,thestudyofpush2overanalysisandcorrespondingcomputerprogram(TBPOA)werecarriedoutbytheauthorsandtheirresearchgroup.Severalkindsofelementsintheprogramareconsideredtosatisfytheneedofhigh2risebuildingswithcomplexstructuraltype.Theseelementsincludebeam2columnelement,singleslicewallelement,threeverticallineelementforwallsandtube2wallelementfortubes.Incomparisonwithtestresults,itisshowedthatthesemodelspossesshighprecision.TBPOAcansearchforthefullprocessofstructuralresponse,eventhesofteningstageofthestructure.Push2overanalysesforthreeactualhigh2risestructuresshowedthattheresultsofelasticanalysisunderfrequentlyoccurredearthquakecannotreflecttheprobablyexistedweakfloorsofthestructure,theelastic2plasticanalysisofdeformationunderrarelyoccurredearthquakehastoconsiderthesecond2ordereffect,insomestructures,theseismicdesigncriteriaandconstructionalrequirementsprovidedbyseismiccodescannotguaranteetheseismicperformancesunderrarelyoccurredearthquake.Push2overornonlineartime2historyanalysisforhigh2risestructureswithcomplextypeisquitenecessary.Keywords:high2risestructure;push2overanalysis;structuraldesign;seismicperformance:(50025821):(1957-),,,:200431(GB500112001),,(Push2overAnalysis),,FEMA(FEMA273FEMA274),,,001266Vol.26,No.6200512JournalofBuildingStructuresDec12005,,,,(TBPOA),:(1),,(2),,,,(3),,,,:(1),,(2)Newton2Raphson(3),1Fig11Discretecross2section2211,,,3:1,123(),,2,3,,[1],,212Bernoulli,,[1],Bernoulli,,,2213,3K1K2,Kv,KhK214,24,,AD;BC,,4,,L,3,,P2(GB500102002):101234Fig12SingleslicewallelementFig13ThreeverticallineelementforwallFig14Tube2wallelement,;(JGJ32002):,P2,,,,,,,54411Saenz2[2],,,6,PA,PB,OCEi,CD()412,2(),2,2,7,fy,y;st;max5Fig15Elementcoordinatesystem62Fig16Stress2strainrelationshipofconcrete72Fig17Stress2strainrelationshipofsteelbar5201,,,3,88Fig18Divisionofsubstructureelement,,5[3],Newton2Raphson[4],Newton2Raphson[5](TBPOA),Newton2RaphsonNewton2Raphson,,,,,,,,,,:CS,CS1,,,CS,CS(016),Newton2Raphson,CSCS=STIF/STIFI(20),STIF,STIFISTIF=STIFT/KL(21),STIFTLDLTD;KLD(TBPOA)99Fig19FlowchartforTBPOA6TBPOA,272[6][7],TBPOA,;,3[8][9][10]361161111,,13,4,19,2,6112m10,7,,,30101002454,2923,5460,1%527min10Fig110Structuralplanoftypicalfloor61112(1)1112PS540mm()64115mm(EPDA),1/1131/9511Fig111Topdriftcurvesforthestructure12Fig112Interstoreydrifts12,,,4691018,18,1/223()1/256(EPDA)(2),,,(),(),1313Fig113Curvesofactualearthquakeresponse,6s,61261211,36200m2,14,,,3,5113m4017418m,4m418m4m18,1910814m,18518m,412m,9218m,19,44m44m,142613m2613m(),1018L,1415,,61212161716ABC151617142Fig114Structuralplanof2ndfloor151118Fig115Structuralplanof11thto18thfloor,,,,1174mm,1/79,,16Fig116Curvesoflateraldisplacementontopofthestructure17Fig117Interstoreydrifts17,,14910,9,1/61,910,9,10L,,9613613117,50114845m2,12,2,4915m2,,23,1819811,1388,1%20min(P1G,256M)1824Fig118Planof2ndto4thfloors19510Fig119Planof5thto10thfloors613123:;;,6161245,13461Table1Calculationcasesofthestructure1017%2017%3017%4110%5110%6110%2020,,,25,3,20Fig120Interstoreydrifts,,,(017%),,1%,7TBPOA3601,2,,,;,,,,:(1),(2),(3),,(4),(5),,,(6),,(7),,[1]FAJFARP,KRAWINKLERH.Nonlinearseismicanalysisanddesignofreinforcedconcretebuildings[M].LondonandNewYork:ElsevierAppliedScience,1992.[2]PARKR,PAULAYT.Reinforcedconcretestructures[M].NewYork:JohnWileyandsons,1975.[3]BATHEKJ.Finiteelementprocedures[M].NewJersey:PrenticeHall,EnglewoodCliffs,1996.[4],.[M].:,1990.[5]CRISFIELDMA.Non2linearfiniteelementanalysisofsolidandstructures[M].NewYork:JohnWileyandSons,2000.[6],,.[A].17[C].2002:524-530.[7],.[J].,2002,(3):42-50.[8],,.[J].,2003,24(6):38-43.[9],,.[A].17[C].2002:393-399.[10],.2[J].,2003,(4).[11],,.[M].:,1997.[12],.[M].:,1985.(91)(3)Mises,,(21)(4),(21),[1]GB500172003[S].[2]AmericanInstituteofSteelConstruction.LoadandResistanceFactorDesignSpecificationforStructuralSteelBuildings[S].1999.[3].[R].,2004.[4].[R].,2004.[5],,,,.()[J]..2005,26(6):79-85.701