设置RFPS系统的隔震结构水平震动响应分析
|
摘要
阐述了RFPS隔震系统的滚动摩擦耗能原理,根据动能定理与多体动力学理论,导出了圆弧滑道摩擦隔震系统的强非线性多自由度运动方程,运用Newmark-β方法并采用MAT-LAB编程编制了求解软件。计算了六层框架结构在地震作用下的动力反应方程,分析了辊轴摩擦隔震系统的隔震性能,与未设置隔震支座的结构进行比较并评价其隔震效果。
The rolling friction energy principle of RFPS isolation system has been expounded in this paper.The non-linear differential equation is derived according to the theorem of kinematic energy and the theory of multiply body dynamics.The solving program which made by Newmark–β method is based on MATLAB.The dynamic response of the equation of six level frame structure under earthquake effect is calculated.The isolation performance of the roller friction isolation system is analyzed.Through comparing with the Isolation performance of the structure of with no isolation bearings and then evaluate its isolation effect.
The rolling friction energy principle of RFPS isolation system has been expounded in this paper.The non-linear differential equation is derived according to the theorem of kinematic energy and the theory of multiply body dynamics.The solving program which made by Newmark–β method is based on MATLAB.The dynamic response of the equation of six level frame structure under earthquake effect is calculated.The isolation performance of the roller friction isolation system is analyzed.Through comparing with the Isolation performance of the structure of with no isolation bearings and then evaluate its isolation effect.
引文
[1]Petros Komodromos.Seismic Isolation for Earthquake Resistant Structure[M].Boston:WITpress Southampton,2000.
[2]周福霖.工程结构减震控制[M].中国北京:地震出版社,1997.
[3]唐家祥,刘再华.建筑基础隔震[M].中国武汉:华中理工大学出版社,1993.
[4]武田寿一.构造物の免震防震制振[M].东京:技报堂出版,1988.
[5]刘晶波,杜修力.结构动力学[M].北京:机械工业出版社,2006.
[6]Johnson K L.Contact Mechanics[M].London,Cambridge University Press,1985.
[7]Zayas V,Low S S,Mahin S A.A simple pendulum technique for achieving seismic isolation[J].Earthquake Spectra,1990,6(2):317-331.
[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):330-333.
[9]Hwang J S,Evaluation of equivalent linear analysis methods of bridge isolation[J].Journal of structure engineering,ASCE,1996,122(8):972-976.
[10]Wang Yen-Po,Chung Lap-Loi,Liao,Wei Hsin.Sesmic response analysis of bridges isolated with friction pendulum bearings[J].Earthquake Engi-neering&Structural Dynamics,1998,27(10):1069-1093.
[11]葛楠,苏幼坡,王兴国.建筑物滚动摩擦隔震理论[J].河北理工大学学报(自然科学版),2008,30(4):132-136.
[2]周福霖.工程结构减震控制[M].中国北京:地震出版社,1997.
[3]唐家祥,刘再华.建筑基础隔震[M].中国武汉:华中理工大学出版社,1993.
[4]武田寿一.构造物の免震防震制振[M].东京:技报堂出版,1988.
[5]刘晶波,杜修力.结构动力学[M].北京:机械工业出版社,2006.
[6]Johnson K L.Contact Mechanics[M].London,Cambridge University Press,1985.
[7]Zayas V,Low S S,Mahin S A.A simple pendulum technique for achieving seismic isolation[J].Earthquake Spectra,1990,6(2):317-331.
[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):330-333.
[9]Hwang J S,Evaluation of equivalent linear analysis methods of bridge isolation[J].Journal of structure engineering,ASCE,1996,122(8):972-976.
[10]Wang Yen-Po,Chung Lap-Loi,Liao,Wei Hsin.Sesmic response analysis of bridges isolated with friction pendulum bearings[J].Earthquake Engi-neering&Structural Dynamics,1998,27(10):1069-1093.
[11]葛楠,苏幼坡,王兴国.建筑物滚动摩擦隔震理论[J].河北理工大学学报(自然科学版),2008,30(4):132-136.
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心