钢板剪力墙的试验研究

JournalofBuildingStructures31920109Vol.31No.9Sep.20100011000-6869201009-0001-081123441．1000842．1000843．1000324．200002。2251∶5。。。S4。。TU392.4TU317.1AExperimentalresearchonsteelplateshearwallNIEJianguo1FANJiansheng1HUANGYuan2ZHOUWei3WANGDasui4LUDaoyuan41．KeyLaboratoryofCivilEngineeringSafetyandDurabilityofChinaMinistryofEducationTsinghuaUniversityBeijing100084China2．DepartmentofCivilEngineeringTsinghuaUniversityBeijing100084China3．FinanceStreetHoldingCo．LtdBeijing100032China4．EastChinaArchitecturalDesign＆ResearchInstituteCo．LtdShanghai200002ChinaAbstractTianjinJintaToweristhefirsthigh-risebuildingbuiltwithsteelplateshearwallinChina．Themainlateralforceresistingsystemsisthecompositecoretubecomposedofsteelplateshearwallsandconcretefilledsteeltubularcolumns．Inordertostudythemechanicalbehaviorofthisstructuralsystemandtoprovidedesignvalidationtwomodelspecimensof2-bayand5-storeysteelplateshearwallwith1∶5scaleweretestedunderlow-cyclereverseloading．Thesteelshearplateofthefirstspecimenwasconnectedwiththeframebyboltsandtheplatewasnotstiffened．Thesteelplateshearwallofthesecondspecimenwasconnectedwiththeframebyweldingandthesteelplatewasstiffenedbychannels．Thetestresultsshowthatthesteelplateshearwallhashigherloadingcapacityfullhysteresisloopsandstableenergydissipation．ButforsteelplateshearwallwithoutstiffeninglocalbucklingwilloccurattheearlystageofloadingandthepinchingofhysteresisloopscanbeobservedwithSshape．Forsteelplateshearwallwithstiffeningnobucklingisobservedduringtheloadingprocessandplumphysteresisloopsareobtained．Thespecimenconnectedwithhighstrengthboltsemitnoisefortheslipoffrictionsurfaceduringloadingwhichmaybeofconcernforserviceabilitycondition．Keywordssteelplateshearwallstiffenerconcretefilledtubularcolumnslow-cyclereverseloadingtesthystereticbehavior50438020IRT00736。1958—。[e-mail]1975—。[e-mail]20086102070。、。。。。、、。1-2。JGJ99—98《》3FEMA45019954、AISC341-0520055、CAN/CSAS16-946。Kulak7stripmodel。。FEMA450Vn=0.42FywtwLcfsin2α1Fyw、twLcfαtan4α=1+twL2Ac1+twh1Ab+h3360Ic()L2hAb、AcIcL。。。———。。308-9。2。1521∶5。SPSW1SPSW2。SPSW15mm3mmSPSW25mm。MSC.MAC。、4thinshellelementbrickelement。2.06×105MPa0.3。fy=265MPafy=420MPafy=350MPa。C80fc=35.9MPaEc=3.8×104MPa。1。1.1。。。2。21Fig．1FiniteelementmodelofsteelplateshearwallSPSW116～19MPa。SPSW23164～176MPa4204～220MPa。SPSW24。1.2SPSW1-2。54。tw=3mm1100kN1800kNtw=5mm1800kN2900kN。2mm60%-。2-Fig．2Calculatedbottomshearforceversustoplateraldisplacementcurvesunderunilateralload3。1～4CAN/CSAS16-9421。。10-1237°～50°。3Fig．3Principlestressdirectionsfromlateralpushanalysis1Table1Tensionstripdirectionsofsteelplateshearwall3mm5mmSPSW12SPSW1SPSW22143.9°39.4°41.7°43.8°37.6°244.3°38.3°44.6°43.8°36.2°343.4°39.6°43.6°44.2°37.7°443.6°39.6°36.7°44.3°37.7°5mmSPSW1SPSW2-4SPSW2SPSW1。2322。22.125。1/234-Fig．4BottomshearforceversustoplateraldisplacementcurvesofFEAresults5。SPSW1。1M16-10.950～60mm100kN。SPSW2。。SPSW24U。10mm。2U25×20×325×15×3。5Fig．5Specimenofsteelplateshearwall5mmQ235BQ345BC80。2。2Table2Materialpropertiesoftestspecimens/mmfy/MPafu/MPaEs/MPaQ235B52653502.06×105Q345B54205752.06×105Q345B73505202.06×105fcu/MPafc/MPaEc/MPaC8093.458.63.8×1042.2。。。。1450kN800kN。13。1±600kN±200～400kN2。。MTS3、45。1∶1∶4±3000kN±500mm。、。①26。②、。③2。。SPSW122.1mm1/45011.84mm1/400。SPSW222.25mm1/42012.01mm462Fig．6Arrangementofstrainrosetteonsteelplateof2ndstorey1/350。。33.1SPSW1。1±600kN。200kN、。2～4±800kN、±1000kN±1400kN。4。5±1800kN2、34-。6、7±2100kN、±2400kN1～414。82450kN2、3。-。2550kN。25～30mm7。。SPSW27Fig．7Failurepatternofspecimen。1±600kN±300kN2～5±900kN、±1200kN、±1500kN±1800kN。1～5SPSW1。6±2100kN-。8mm。7～924mm、32mm40mm。72200kN23。10±2850kN。0.2mmSPSW2。2GB/T6882—1986《》15。SPSW1A85dBL105dB。SPSW2A70dBL80dB。3.228。。3700kN50%5－280×10－655MPa。SPSW1。SPSW2。aSPSW1bSPSW28Fig．8Verticalstrainsofsteelplateandsteeltubesunderverticalload3.39200×10－6～250×10－6。SPSW141400kN6－2100kN。SPSW272250kN7－2400kN。。-。aSPSW1bSPSW29-Fig．9Verticalstrainsofsteeltubecolumnsnearbottomofspecimen1800kNSPSW12100kNSPSW2。1012。SPSW144°。SPSW242°。1。3.4-11。SPSW1138.0mm1/30。1～430.1mm、51.1mm、33.8mm22.4mm1/29、1/22、1/25、1/382。SPSW256.6mm1/73。1～413.3mm、20.7mm、9.9mm8.6mm1/65、1/54、1/85、1/97。SPSW2。SPSW16SPSW2。aSPSW1bSPSW2102Fig．10DirectionsofprincipalstrainsatcenterofsteelplateaSPSW1bSPSW211-Fig．11Totallateralload-toplateraldisplacementcurves12-。SPSW2SPSW1。SPSW1SPSW21800kN2100kN。31.6mm15.2mm1/1301/270。。12-Fig．12Skeletoncurvesoflateralload-topdisplacement41。。2。3。4。1Astaneh-AslA．SeismicbehavioranddesignofsteelplateshearwallsR．SteelTIPSReportMoragaStructuralSteelEducationalCouncil2001．2．J．20052011-6．GuoYanlinDongQuanli．Researchandapplicationofsteelplateshearwallinhigh-risebuildingsJ．SteelConstruction20052011-6．inChinese3JGJ99—98S．JGJ99—98TechnicalspecificationforsteelstructureoftallbuildingsS．inChinese4FEMA450NEHRPrecommendedprovisionsforseismicregulationsfornewbuildingsandotherstructuresS．5AISC341-05Seismicprovisionsforstructuralsteel7buildingsS．6CAN/CSAS16-94LimitstatesdesignofsteelstructuresS．7ThorbumLJKulakGLMontgomeryCJ．AnalysisofsteelplateshearwallsR．StructuralEngineeringReportNo．107．EdmontonDepartme