“弹簧—坡面”变摩擦阻尼器性能试验与分析
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摘要
传统的摩擦阻尼器往往只具有单一起滑力,很难兼顾中震与大震对阻尼器性能的要求。本文提出了一种"弹簧—坡面"机构,可以通过调整坡面角度与弹簧刚度使摩擦力与变形成正比,产生三角形滞回曲线。以此为基础,结合工程实际需要,又提出了弹簧—复合坡面机构,此机构能够产生"狗骨形"滞回曲线。本文推导出了弹簧—坡面机构及弹簧—复合坡面机构的阻尼力模型。并对一弹簧—复合坡面变摩擦阻尼器试件进行试验研究,包括等位移增量滞回循环试验、最大变形滞回循环试验,不同起滑力下阻尼器滞回性能试验等,试验所得滞回曲线稳定,满足工程中对阻尼器性能的要求。将试验结果与理论分析作对比,试验结果与理论解基本吻合。
Conventional friction damper often only has a single sliding force,it is very difficult to take into account both the medium earthquake's performance requirements and the large earthquake's performance requirements.This paper puts forward a "spring-slope" prototype device.The device can make the friction proportional to the deformation by adjusting the slope angle and the spring stiffness,so as to make the triangular hysteresis curve.Based on this,in consideration of the engineering practice need,the spring-compound slope device is put forward;this device could make the "dog bone-shaped" hysteresis curve.In this paper,the theory output formula of the variable friction damper is deduced by using "spring-slope" device or spring-compound slope device.The writers did an experimental study of a specimen which uses the spring-compound slope device,including the incremental displacement hysteresis loops,the maximum displacement of the hysteresis loop,the different sliding force hysteretic behavior experiments,and so on.In comparison of the experimental results with analysis,the experimental results are basically consistent with the theoretical solution.
Conventional friction damper often only has a single sliding force,it is very difficult to take into account both the medium earthquake's performance requirements and the large earthquake's performance requirements.This paper puts forward a "spring-slope" prototype device.The device can make the friction proportional to the deformation by adjusting the slope angle and the spring stiffness,so as to make the triangular hysteresis curve.Based on this,in consideration of the engineering practice need,the spring-compound slope device is put forward;this device could make the "dog bone-shaped" hysteresis curve.In this paper,the theory output formula of the variable friction damper is deduced by using "spring-slope" device or spring-compound slope device.The writers did an experimental study of a specimen which uses the spring-compound slope device,including the incremental displacement hysteresis loops,the maximum displacement of the hysteresis loop,the different sliding force hysteretic behavior experiments,and so on.In comparison of the experimental results with analysis,the experimental results are basically consistent with the theoretical solution.
引文
[1]Ou J P,Wu Bo,Soong T T.Recent Advances in Research on andApplication of Passive Energy Dissipation System[J].Earthquake Engineering and structural Dynamics,1996,16(3):72～98.
[2]Pall A.S,Marsh C.Friction Joints for Seismic Control of LargePanel Structures[J].J Prestressed Concrete Inst,1980.
[3]Pall A S and Marsh C.Response of Friction Damped BracedFrames[J].Journal of the Structural Division,ASCE,1982,108(ST6):1313～1323.
[4]吴斌,张纪刚,欧进萍.三种阻尼减振结构抗震性能的对比分析[J].世界地震工程,Vol20 No1,2004.
[5]吴斌,欧进萍.拟粘滞摩擦耗能器的性能试验与分析[J].世界地震工程,1999,15(1):1～12.
[6]Richter,P.J.,Nims,D.K.,Kelly,J.M.,and Kallenback,R.M.,The EDR-Energy Dissipating Restraint,A New Devicefor Mitigating Seismic Effects,Proc.,SEAOC Ann.Conv.,SEAOC,Lake Tahoe.1990.
[7]Nims,D.K.,Kelly,J.M.,Introduction to the Small ScallSeismic Testing of a Self-centering Friction Energy Dissipator forStructuers,Report to Sponsor,Department of Civil Engineering,U.C.Berkeley.
[8]Nims.D K,Richter.P J.Bachman.R E.The Use Of TheEnergy Dissipating Restraint For Seismic Hazard Mitigation,Earthquake Spectra,1993.
[9]Pall A S,Pall R,Friction-Damper Used for Seismic Control ofNew and Existing Building in Canada[J].ATC 17-1,Seminaron Seismic Isolation,Passive Energy Dissipation,1993,2:675～686.
[10]欧进萍,邹向阳,龙旭,吴斌,等.云南省洱源县振戎中学食堂楼耗能减震分析与设计:反应谱法[J].地震工程与工程振动,2001,21(1):109～115.
[11]周锡元,闫维明,杨润林.建筑结构的隔震、减振和振动控制[J].建筑结构学报,2002,23(2):2～13.
[2]Pall A.S,Marsh C.Friction Joints for Seismic Control of LargePanel Structures[J].J Prestressed Concrete Inst,1980.
[3]Pall A S and Marsh C.Response of Friction Damped BracedFrames[J].Journal of the Structural Division,ASCE,1982,108(ST6):1313～1323.
[4]吴斌,张纪刚,欧进萍.三种阻尼减振结构抗震性能的对比分析[J].世界地震工程,Vol20 No1,2004.
[5]吴斌,欧进萍.拟粘滞摩擦耗能器的性能试验与分析[J].世界地震工程,1999,15(1):1～12.
[6]Richter,P.J.,Nims,D.K.,Kelly,J.M.,and Kallenback,R.M.,The EDR-Energy Dissipating Restraint,A New Devicefor Mitigating Seismic Effects,Proc.,SEAOC Ann.Conv.,SEAOC,Lake Tahoe.1990.
[7]Nims,D.K.,Kelly,J.M.,Introduction to the Small ScallSeismic Testing of a Self-centering Friction Energy Dissipator forStructuers,Report to Sponsor,Department of Civil Engineering,U.C.Berkeley.
[8]Nims.D K,Richter.P J.Bachman.R E.The Use Of TheEnergy Dissipating Restraint For Seismic Hazard Mitigation,Earthquake Spectra,1993.
[9]Pall A S,Pall R,Friction-Damper Used for Seismic Control ofNew and Existing Building in Canada[J].ATC 17-1,Seminaron Seismic Isolation,Passive Energy Dissipation,1993,2:675～686.
[10]欧进萍,邹向阳,龙旭,吴斌,等.云南省洱源县振戎中学食堂楼耗能减震分析与设计:反应谱法[J].地震工程与工程振动,2001,21(1):109～115.
[11]周锡元,闫维明,杨润林.建筑结构的隔震、减振和振动控制[J].建筑结构学报,2002,23(2):2～13.
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