竖向振动对椭圆滑道辊轴摩擦摆隔震性能影响
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摘要
根据多体动力学理论相对动能定理,推求了椭圆滑道RFPS辊轴式摩擦摆隔震系统动力反应分析计算公式,并考虑了竖向弹性振动的影响。分析与计算结果表明:RFPS辊轴式摩擦摆具有隔震系统所必需特性;较长的自振周期使其具有必要的隔震能力;依靠重力可以使结构复位。依靠滑块与滑道接触面的滑动摩擦阻力可以消耗传入结构的能量。适当地选取滑道半径与滚动摩擦系数值,隔震效率可达90%左右。当滑道半径为2～3m,滚动摩擦系数为0.01左右时,隔震系统具有较好的消能效果与复位能力。在通常实用的滚动摩擦系数范围内,当竖向层间刚度系数为水平层间刚度系数的10倍以上时,可以不考虑竖向振动对水平方向隔震效率的影响。
A theoretical analyzing approach about RFPS seismic isolation system is derived.It starts from the relative kinematic energy theorem in multiply-body dynamics,including the effect of elastic vibration in the vertical direction.Computation results show that a RFPS system has the three kinds of necessary capabilities required for an effective isolation system.The relatively long vibration period provides the necessary isolation capability,the gravity provides the reposition capability,and the rolling friction forces at the contacting surface provides the energy dissipation capability.It is show that the inter-storey drift,storey velocity and acceleration resulted from seismic action could be drastically decreased on buildings equipped with RFPS system.If an optimum combination of slide radius and rolling friction coefficient is adopted,the seismic isolation effectiveness could be as high as 90%.It is also shown that when slide radius is in the range of 2~3m and the rolling friction coefficient is about 0.01,the RFPS system exhibits both good energy dissipation and good reposition behaviors.It is found that increment in rolling friction coefficient will be accompanied by reduction in seismic isolation effectiveness.If the vertical inter-storey rigidity coefficient is 10 times more than the horizontal inter-storey rigidity coefficient,the affect of vertical vibration could be neglected for an practical range of rolling frictional coefficient.
A theoretical analyzing approach about RFPS seismic isolation system is derived.It starts from the relative kinematic energy theorem in multiply-body dynamics,including the effect of elastic vibration in the vertical direction.Computation results show that a RFPS system has the three kinds of necessary capabilities required for an effective isolation system.The relatively long vibration period provides the necessary isolation capability,the gravity provides the reposition capability,and the rolling friction forces at the contacting surface provides the energy dissipation capability.It is show that the inter-storey drift,storey velocity and acceleration resulted from seismic action could be drastically decreased on buildings equipped with RFPS system.If an optimum combination of slide radius and rolling friction coefficient is adopted,the seismic isolation effectiveness could be as high as 90%.It is also shown that when slide radius is in the range of 2~3m and the rolling friction coefficient is about 0.01,the RFPS system exhibits both good energy dissipation and good reposition behaviors.It is found that increment in rolling friction coefficient will be accompanied by reduction in seismic isolation effectiveness.If the vertical inter-storey rigidity coefficient is 10 times more than the horizontal inter-storey rigidity coefficient,the affect of vertical vibration could be neglected for an practical range of rolling frictional coefficient.
引文
[1]Zayas V,Low S S,Mahin S A.A simple pendulumtechnique for achieving seismic isolation[J].Earthquake Spectra,1990,6(2):317～331
[2]Wang Yen-Po,Chung Lap-Loi,Liao Wei Hsin.Sesmicresponse analysis of bridges isolated with frictionpendulum bearings[J].Earthquake Engineering&Structural Dynamics,1998.27(10):1069～1093
[3]Jangid R S,Datta T K.Seimic behaviour of baseisolated buildings:a state of the art rview[J].Structuresand Buildings,1995,110(2):186～202
[4]Mokha A S,Amin N,Constantinou M C,Zayas V.Sesmic isolation retrofit of large historic buildings[J].Journal of Structure Engineering,ASCE,1996,122(3):298～308
[5]Hwang J S.Evaluation of equivalent linear analysismethods of bridge isolation[J].Journal of StruetureEngineering,ASCE,1996,122(8):972～976
[6]Tsopelas P,Constantinou M C,Kim Y S,Okamoto S.Experimental study of FPS system in bridge seismicisolation[J].Earthquake Engineering and StructuralDynamics.1996,25:65～78
[7]周锡元,阎维明,杨润林.建筑结构的震动、减振和振动控制[J].建筑结构学报,2002,23(2):2～11Zhou Xi-yuan,Yan Wei-ming,Yang Run-lin.SeismicBase Isolation,Energy Dissipation and Vibration Controlof Building Structures[J].Journal of BuildingStructures,2002,23(2):2～11(in Chinese)
[8]李大望,周锡元,王东炜.摩擦摆系统振动性态的进一步分析[J].振动工程学报,2001,14(3):330～333Li Da-wang,Zhou Xi-yuan,Wang Dong-wei,FurtherAnalysis for the Vibration Performances of FrictionPendulum Systems[J].Journal of VibrationEngineering,2001,14(3):330～333(in Chinese)
[9]李大望,赵卓,等.摩擦系统稳态随机响应预测[J].世界地震工程,2000,16(3):101～104Li Da-wang,Zhao Zhuo,et al.Forecasting for thesteady state random responses of friction pendulumsystems[J]World Earthquake Engineering,2000,16(3):101～104(in Chinese)
[10]Yuan Jian,ROSCH K E Paul.Equation of motion fornovel friction pendulum system with dual rollers.[J].Transactions of Nanjing University of Aeronautics&Astronautics,2005,22(4):276～280
[11]葛楠,苏幼坡,王兴国,周锡元.圆弧滑道双辊轴摩擦摆隔震系统的研究[J].工程力学,2009,26(6):158～165Ge Nan,Su You-po,Wang Xing-guo,Zhou Xi-yuan.Research about Rolling Friction Pendulum EarthquakeIsolating System on Circular Slide[J].EngineeringMechanics,2009,26(6):158～165(in Chinese)
[12]Johnson K L.Contact Mechanics[M].London,Cambridge University Press,1985
[2]Wang Yen-Po,Chung Lap-Loi,Liao Wei Hsin.Sesmicresponse analysis of bridges isolated with frictionpendulum bearings[J].Earthquake Engineering&Structural Dynamics,1998.27(10):1069～1093
[3]Jangid R S,Datta T K.Seimic behaviour of baseisolated buildings:a state of the art rview[J].Structuresand Buildings,1995,110(2):186～202
[4]Mokha A S,Amin N,Constantinou M C,Zayas V.Sesmic isolation retrofit of large historic buildings[J].Journal of Structure Engineering,ASCE,1996,122(3):298～308
[5]Hwang J S.Evaluation of equivalent linear analysismethods of bridge isolation[J].Journal of StruetureEngineering,ASCE,1996,122(8):972～976
[6]Tsopelas P,Constantinou M C,Kim Y S,Okamoto S.Experimental study of FPS system in bridge seismicisolation[J].Earthquake Engineering and StructuralDynamics.1996,25:65～78
[7]周锡元,阎维明,杨润林.建筑结构的震动、减振和振动控制[J].建筑结构学报,2002,23(2):2～11Zhou Xi-yuan,Yan Wei-ming,Yang Run-lin.SeismicBase Isolation,Energy Dissipation and Vibration Controlof Building Structures[J].Journal of BuildingStructures,2002,23(2):2～11(in Chinese)
[8]李大望,周锡元,王东炜.摩擦摆系统振动性态的进一步分析[J].振动工程学报,2001,14(3):330～333Li Da-wang,Zhou Xi-yuan,Wang Dong-wei,FurtherAnalysis for the Vibration Performances of FrictionPendulum Systems[J].Journal of VibrationEngineering,2001,14(3):330～333(in Chinese)
[9]李大望,赵卓,等.摩擦系统稳态随机响应预测[J].世界地震工程,2000,16(3):101～104Li Da-wang,Zhao Zhuo,et al.Forecasting for thesteady state random responses of friction pendulumsystems[J]World Earthquake Engineering,2000,16(3):101～104(in Chinese)
[10]Yuan Jian,ROSCH K E Paul.Equation of motion fornovel friction pendulum system with dual rollers.[J].Transactions of Nanjing University of Aeronautics&Astronautics,2005,22(4):276～280
[11]葛楠,苏幼坡,王兴国,周锡元.圆弧滑道双辊轴摩擦摆隔震系统的研究[J].工程力学,2009,26(6):158～165Ge Nan,Su You-po,Wang Xing-guo,Zhou Xi-yuan.Research about Rolling Friction Pendulum EarthquakeIsolating System on Circular Slide[J].EngineeringMechanics,2009,26(6):158～165(in Chinese)
[12]Johnson K L.Contact Mechanics[M].London,Cambridge University Press,1985
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