结构抗震设计的新概念-可恢复功能结构-吕西林

39720117()JOURNALOFTONGJIUNIVERSITY(NATURALSCIENCE)Vol.39No.7　Jul.2011:0253-374X(2011)07-0941-08DOI:10.3969/j.issn.0253-374x.2011.07.001:2011-02-24:(90815029);(51021140006):(1955—),,,,,.E-mail:[e-mail]———吕西林,陈　云,毛苑君(,200092):,,,,.,,.21,.:;;;;:TU352.1　:ANewConceptofStructuralSeismicDesign:EarthquakeResilientStructuresLUXilin,CHENYun,MAOYuanjun(StateKeyLaboratoryofDisasterReductioninCivilEngineering,TongjiUniversity,Shanghai200092,China)Abstract:Earthquakeresilientstructureisanewbranchoftheseismicstructuraldesign.Thenewstructuralsystemisnotonlycapableofpreventingfromthestructurefailuresoastoprotectpeople'slifesafetyduringanearthquake,butalsorestoringimmediatelythestructuralfunctionafteranearthquake.Aresearchwasmadeofseveralkindsofresilientstructuressuchasreplaceablestructure,rockingwall,rockingframeandself-centeringstructure.Thepaperpresentsasummaryoftherecentresearchondifferentkindsofresilientstructures,andalsoanewreplaceabletechnologyforcoupledshearwall,replaceablecouplingbeamandreplaceableshearwalltoe.Keywords:earthquakeresilientstructure;replaceablemember;rockingwall;rockingframe;self-centeringstructure　　“,,”.,,.,,.20087,11.,,,,.,.,.(earthquakeresilientstructure).,,(replaceablemember);(self-centeringstructure),;(rockingwall)(rockingframe),.,.1　1.1　,,,　　　()39　.,.,,,.Hajjar[1],,,,“”.“”[2-3],12.;.,“”,,,;“”,;,0.8%,,,.1　Fig.1　RockingsteelframeOption12　Fig.2　RockingsteelframeOption2　　2009KishikiWada,“”.、[4].,,3.,;,.,.,166cm·s-2,.,,,..3　“”Fig.3　Rocking“woodwall”framesystem　　Midorikawa1/3、、2×1[5].,(BPY)(FIX),4,5.9.2mm、980MPa.,.BPY4110mm、60mm.40mmM24,.,,;,;BPYFIX.942　7,:———　　4　(:mm)Fig.4　Elevationoftestframe(unit:mm)5　(:mm)Fig.5Plansofyieldingbaseplate(unit:mm)　　Wada11,[6].,,,+,,6.,,,7..,,6　(:mm)Fig.6　Elevationofstructureafterretrofit(unit:mm)7　(:mm)Fig.7　Detailofpinconnectionatthebottomofrockingwall(unit:mm),.,.1.2　,,Hajjar,.,,[7]..,,.,.Ricles[8],8,,.,.、,.,[9-11],.8　Fig.8　Post-tensionedconnection　　,,,943　　　()39　(SC-CBF)[12-13],9,,,,.,..,,.9　SC-CBFFig.9　SC-CBFsystem　　,.3:①;②;③[14].Kurama[15].,,,,10,.,,.,Kurama10　KuramaFig.10　Self-centeringrockingwallsystemdesignedbyKurama,,[16].Restrepo,,,[17]..,ErkmenSchultz.2/36.,,,11,.2.5%,.,,,、.,(11).,,(、、)[18].11　Fig.11　Hysteresismodelofprecastself-centeringwallspecimen1.3　“”,,.,、.,—,,944　7,:———　　(12),,,,[19]..,,,,,[20].12　Fig.12　Shearlinkbetweenthetowershafts　　FortneyShahrooz2006“”[21].,.,.,,.2007“”.,,[22].13.13　“”Fig.13　“Fuse”steelcouplingbeam　　AliaariMemari2005(SIWIS)[23].,.,.,;,“”,.2007,AliaariMemari[24].,SIWIS,.2　2.1　,(14),,,,,[25],15.,,.,,..14　Fig.14　ConcretecouplingbeamdamageinWenchuanearthquakes15　Fig.15　Newdesignedreplaceablecouplingbeam　　16.1/2,,1.5m,0.2m,945　　　()39　0.6m.3,《》,,.17.18,18,,19.,.,,,.,,,.16　Fig.16　Finiteelementmodelofnormalcoupledshearwall17　Fig.17　Deformationofnormalcoupledshearwall18　Fig.18　Deformationofnormalcouplingbeam　　Fortney2005,,.,、.,,,.19　Fig.19　Stressofnormalcouplingbeam　　20,Q235...21(),18,,;,,.22,22,,,.20　Fig.20　Newdesignedcouplingbeam2.2　,.,,,.,.946　7,:———　　,,,23.21　Fig.21　Deformationofnewdesignedcouplingbeam22　Fig.22　Stressofnewdesignedreplaceablecouplingbeam　　,[26-27].,,,24.,,,.,,,.,,,25.23　Fig.23　DamageofshearwalltoeinWenchuanearthquakes24　Fig.24　Shearwallwithrepalceablewalltoemember25　Fig.25　Tensilerubberbearing3　,,,,,,.20101224.:[1]　EathertonMR,HajjarJF,DeierleinGG,etal.Controlledrockingofsteel-framedbuildingswithreplaceableenergydissipatingfuses[C/CD]∥The14thWorldConferenceonEarthquakeEngineering.Beijing:[s.n.],2008.[2]　HajjarJF,EathertonM,MaX,etal.Seismicresilienceofself-centeringsteelbracedframeswithreplaceableenergy-dissipatingfuses—parti:large-scalecyclictesting[C]∥7CUEE&5ICEE.Tokyo:TokyoInstituteofTechnology,2010:1071-1077.[3]　EathertonM,HajjarJ,MaX,etal.Seismicdesignandbehaviorofsteelframeswithcontrolledrocking—parti:947　　　()39　conceptsandquasi-staticsubassemblytesting[C]∥Proceedingsofthe2010StructuresCongress.Orlando:ASCE,2010:1523-1533.[4]　KishikiS,WadaA.Shakingtabletestoncontrolledrockingframeofwoodenstructures[C]∥7CUEE&5ICEE.Tokyo:TokyoInstituteofTechnology,2010:1091-1095.[5]　MidorikawaM,IshiharaT,AzuhataT,etal.Seismicbehaviorofsteelrockingframesbythree-dimensionalshakingtabletests[C]∥7CUEE&5ICEE.Tokyo:TokyoInstituteofTechnology,2010:1085-1090.[6]　ItoH,UchiyamaY,SakataH,etal.Studyonseismicretrofittingusingrockingwallsandsteeldampers[C]∥7CUEE&5ICEE.Tokyo:TokyoInstituteofTechnology,2010:1335-1340.[7]　ChengC.Shakingtabletestsofaself-centeringdesignedbridgesubstructure[J].EngineeringStructures,2008,30(12):3426.[8]　RiclesJM,SauseR,GarlockMM,etal.Post-tensionedseismic-resistantconnectionsforsteelframes[J].JournalofStructuralEngineering,2001,127(2):113.[9]　KimHJ,ChristopoulosC.Frictiondampedpost-tensionedself-centeringsteelmoment-resistingframes[J].JournalofStructuralEngineering,2008,134(11):1768.[10]　WolskiM,RiclesJM,SauseR.Experimentalstudyofaself-centeringbeam-columnconnectionwithbottomflangefrictiondevice[J].JournalofStructuralEngineering,2009,135(5):479.[11]　LinY,RidesJ,SauseR,etal.Earthquakesimulationsonaself-cente