装配式钢梁_预制柱组合框架抗震性能试验研究

43920135BuildingStructureVol．43No．9May2013-*12345114000452400045340004244100825CA90089、---。、。5.0-、。。-TU398+．9A1002-848X201309-0066-06Experimentalstudyonseismicbehaviorofassembledsteelbeam-PCcolumncompositeframesWuYuntian12MingLiang3XiaoYan45XueMei11CollegeofCivilEngineeringChongqingUniversityChongqing400045China2KeyLabofChineseEducationMinistryforConstructionandNewTechnologyofMountainCitiesChongqingUniversityChongqing400045China3ChongqingConstrutionEngineeringGroupCo．Ltd．400042China4TheKeyLaboratoryofBuildingSafetyandEnergyEfficiencyoftheMinistryofEducationHunanUniversityChangsha410082China5DepartmentofCivilandEnvironmentalEngineeringUniversityofSouthernCaliforniaLosAngelesCA90089USAAbstractInordertoinvestigatetheseismicbehaviorofassembledsteelbeam-PCcolumncompositeframesinmediumandhighseismicregionstwolargescalebeam-column-footingframesubassembliesweretestedundercyclichorizontalloading．Themainexperimentalresultswerepresentedanddiscussed．Inthetwotestsubassembliessteelbeamswereconnectedtotheprecastcolumnsbyendplatesandpost-tensionedhighstrengthbolts．Theprecastcolumnswereconnectedtothefootingsthroughmechanicalcouplersanddowelanchoragemethodsrespectively．Testresultsindicatethatthetestsubassembliescanexhibitexcellentstrengthandstiffnessretentioncapacityevenwhenthelayerdisplacementductilityfactorreaches5.0．Theassembledsteelbeam-PCcolumncompositeframescanbedesignedforresistingseismicloadintermsofstrengthdriftductilityandpost-yielddeformationcapacity．Inadditiontheinfluencesofthetwodifferentcolumn-footingconnectiontypesareevaluated．Keywordssteelbeam-PCcolumnjointcompositestructuresubassemblyseismicbehavior*51108484CDJRC10200017。[e-mail]。0、。。PCSPCS。PCS。。12。、。439．-。PCS。-3。。-。PCS。1PCS-、。2。--45。33、12PCS2、2PCS。1PCS-1PCS、。。1.1TS1TS24。355×355822HRB3353.57%2PCS310HRB335。75mm455mm125mm。H310×165×6×108.5447.2。RBS。230×470×25。19mm50%。56。TS1-150mm。。7a。7bTS2-500mm。TS2150mm。1.28。。±228mm1334kN。±114mm1334kN。。2/3。762013456μ。θΔ1H1θ=Δ1H11Δ1-H1。μμ=θθy2θy。θyViyViyθy。μ=1.01.52.03.04.05.0。μ=1.0μ=1.527-83。。、。。1.328d45MPaHRB335Q345370MPa435MPa148kN193kN。22.1TS1TS2。。-。。-。986439．-10-。11abTS1TS2。910-TS1。108kNViyθy1.3%μ=1.0。μ=2.0。μ=0.9。μ=4.0μ=4.0。TS1。TS2TS1。TS297.4kNθy1.0%TS2TS1TS2。。TS2TS1。。2.2-TS1TS212ab。。2%TS1TS2。TS1TS2。VifViy。TS2TS1TS2。VifViy12Vif。2.3-AISC6MprRBSMiRBSMprRBS=1．15RyZRBSFy=1．15RyMiRBS3Ry1.1ZRBSFy。31.265。13ab。AISC。。2.4-。148kN193kN。-。14F0ε0。。。2.5-TS1TS2-1%1.5%2%96201314-15-111213。-。。2.6TS1。。。TS2。15abTS1TS2-。-MyMP。15MyMPTS207439．-TS1。2.7PCS。16abTS1TS2-。。16。TS2TS1-。TS1TS2。1631。-。2。3-PCS、。45.0。、PCS、。5。1STONEWCCHEOKGSSTANTONJF．Performanceofhybridmoment-resistingprecastbeam-columnconcreteconnectionssubjectedtocyclicloadingJ．ACIStructuralJournal1995912229-249．2KURAMAYCPESSIKISSAUSERetal．Seismicbehavioranddesignofunbondedpost-tensionedprecastconcretewallsJ．PCIJournal199944372-89．3DEIERLEINGGNOGUCHIH．OverviewofU．S．-JapanresearchontheseismicdesignofcompositereinforcedconcreteandsteelmomentframestructuresJ．JournalofStructuralEngineering20041302361-367．4LiXWuYTMaoWFetal．BoltedendplateconnectionsforsteelreinforcedconcretecompositestructuresJ．StructuralEngineeringandMechanics2006243291-306．5．-J．200535111-4．6SeismicprovisionsforstructuralsteelbuildingsS．ChicagoAmericanInstituteofSteelConstruction2001．653。1ZHANGXRICLESJ．SeismicbehaviorofreducedbeamsectionmomentconnectionstodeepcolumnsJ．JournalofStructuralEngineering20061323358-367．2FEMA-350Recommendedseismicdesigncriteriafornewsteelmoment-framebuildingsS．WashingtonD．C．2000．3ENGLEHARDTMD．DesignofreducedbeamsectionmomentconnectionsC//NorthAmericanSteelConstructionConferenceAISC．Chicago19981-29．4．ZL200710028454．XP．2008-01-09．5．M．2008．6．M．2003．7．J．20123443-5．17