结构隔震与耗能减振15

－1－第九章摩擦阻尼器§1基本构造－2－§2自复位摩擦阻尼器ConfigurationFrictionWedge－3－CylinderWallSpringSteelCompressionWedgesInternalStopBronzeFrictionWedges－4－HysteresisLoopOA－5－OAB－6－OABC－7－OABDEC－8－OABDEFGC－9－OABFDEGHC－10－OABCDFGHEI－11－OABCDEFGHIJK－12－OABJCDEFGHIKL－13－TestResults－14－§3梁柱摩擦节点1.摩擦节点－15－2.预应力摩擦节点构造－16－滞回特性－17－•工程应用：位于旧金山的一座39层钢筋混泥土结构－18－基本组成§4自复位（摩擦）阻尼器－19－工作原理－20－构造－21－试验结果支撑预应力筋摩擦单元－22－§5Pall摩擦阻尼器ColumnLinksBraceDeviceBeam1.IntroductionTypicalLocationandGeneralArrangement－23－ApplicationTodate,morethanfortybuildingswithPalldampershavealreadybeenbuilt(Chandra2000)CanadianSpaceAgency(Palletal.,1993)－24－TheFreeportWaterReservoir,Sacramento,California(HaleandPall,2000)－25－CityHall,Shenyang,China(WuBo,LiHui,etal.,1998)－26－ComputationMethod－27－ExistingProblemsAnalysis:Theavailablesimplifiedmethodisnotconvincing.Experiment:Nodataofbraceforceisavailable.－28－2.两种Pall阻尼器构造157463621147(a)frontview(b)crisscrossplate(c)sideview1.crisscrossplate2.curveslot3.frictionpad4.cornerbolt5.slipbolt6.horizontallink7.verticallinkConstructionofPFD(PallFrictionDamper)－29－OperationofPFD(a)frontview(b)sideview－30－ConstructionofTFD(TShapeCorePlateFrictionDamper)651472461317(a)frontview(b)Tshapeplate(c)sideview1.Tplate2.curveslot3.frictionpad4.cornerbolt5.slipbolt6.horizontallink7.verticallink－31－OperationofPFD(a)frontview(b)sideview－32－3.ComputationmethodofPFDLHCbrace2AhlDBbrace1A'B'(D')(C')AdBdCdDdAd'Bd'Cd'Dd'X'Y'XYOO'/2ComputationSchematic－33－Ad'Bd'Cd'Dd'F1F1F2F2d2d10),(),(),(),(2211dFdFEquilibriumEquationsMomentEquilibrium－34－ForceEquilibrium(TFD)02211)cos(),()cos(),(FFFAd'Bd'Cd'Dd'F1F1F2F21++F01--－35－ForceEquilibrium(PFD)DifficultyAd'Bd'Cd'Dd'F1F1F2F2F0－36－Solution:PrincipleofVirtualWorkAd'Bd'Cd'Dd'F2cos(1--F0F0F1cos(1+F2cos(1--F1cos(1+h/2—ThetotalworkdonebyF1andF2is2/)cos(22/)cos(22211hFhFW—TotalenergydissipationbyF0is2/20hFE—LetW=E,thenwehave02211)cos(),()cos(),(FFF－37－4.AnalysisResults-1.5-1.0-0.50.00.51.01.52.0-400-300-200-1000100200300400Fcr=60kN120kNkN2.0Force(kN)/H(10-2)DamperForce－38－BraceForce-1.5-1.0-0.50.00.51.01.52.0-200-1000100200300400500-2.0Fcr=60kN120kNkNForce(kN)/H(10-2)-1.5-1.0-0.50.00.51.01.52.0-200-1000100200300400500-2.0Fcr=60kN120kNkNForce(kN)/H(10-2)－39－5.ExperimentalVerificationTestSetupbrace2testingframeTFDbrace1actuator1800940－40－TestResults-20-15-10-505101520-50-40-30-20-10010203040Force(kN)Displacement(mm)-20-15-10-505101520-20-10010203040Force(kN)Displacement(mm)－41－思考题摩擦阻尼器与防屈曲支撑相比而言的优点与缺点何在？－42－主要参考文献1.WayD.,“Friction-DampedMoment-ResistingFrames”,EarthquakeSpectra,1996,12(3):623-6332.WuB,ZhangJ,WilliamsM,OuJ,“HystereticBehaviorofPall-typedImprovedFrictionalDampers”,EngineeringStructures,2005,27:1258-12673.Wu,B.andOu,J.P.,“ThePseudo-ViscousFrictionalEnergyDissipator:aNewDeviceforMitigatingSeismicEffects”,EarthquakeEngineeringandStructuralDynamics,2003,32(1),31-484.PedroRojasC,MarthaCaballero,JamesM.Ricles,andRichardSause,“Post-TensionedFrictionDampedConnectionsfortheSeismicRetrofitofSteelMoment”,Proceedingsofthe8thU.S.NationalConferenceonEarthquakeEngineering,April18-22,2006,SanFrancisco,California,USA,Paper114