双向耦合效应对FPS隔震桥梁地震响应的影响
|
摘要
利用两正交水平方向力的作用条件下FPS支座非线性动力行为的双向耦合弹塑性恢复力数学模型,针对一典型大跨度FPS隔震连续梁桥,对比了在墩高、球面半径和支座屈服强度等参数变化的情况下,考虑和忽略FPS支座恢复力的双向耦合作用时桥梁的非线性时程响应结果。研究表明这种双向耦合作用对隔震桥梁的地震响应有着重要的影响,如果忽略双向耦合作用,会大大低估支座变形的峰值响应,这对隔震桥梁设计是不利的。
The bi-directional coupled effect of FPS under two horizonta1 orthogonal directional excitations was investigated.Based on a nonlinear numerical model of a typical continuous long span bridge isolated with FPS,its seismic responses taking into account or ignoring the bi-directional coupled interaction of the support restoring force were compared at different levels of parameters,such as,pier height,yield strength of support and support surface radius.The results showed that the bi-directional coupled interaction has considerable effects on the seismic responses of the isolated bridge;if these effects are ignored,the peak support displacements will be greatly underestimated,this situation is harmful to designing an isolated bridge.
The bi-directional coupled effect of FPS under two horizonta1 orthogonal directional excitations was investigated.Based on a nonlinear numerical model of a typical continuous long span bridge isolated with FPS,its seismic responses taking into account or ignoring the bi-directional coupled interaction of the support restoring force were compared at different levels of parameters,such as,pier height,yield strength of support and support surface radius.The results showed that the bi-directional coupled interaction has considerable effects on the seismic responses of the isolated bridge;if these effects are ignored,the peak support displacements will be greatly underestimated,this situation is harmful to designing an isolated bridge.
引文
[1]Zayas V,Low S,Mahin S A.The FPS earthquake resistingsystem[R].Rep.No.UCB/EERC 87/01,University ofCalifornia,Berkeley,1987.
[2]Zayas V A,Low S S.Seismic isolation of bridges usingfriction pendulum bearings[R].Structural Engineering inthe 21st Century:Proc.,Structures Congress,1999.
[3]Mokha A,Constantinou MC,Reinhorn A M.Teflon bearingsin base isolation I:Testing[J].Journal of StructuralEngineering,1990,116(2):438 454.
[4]Constantinou M C,Mokha A,Reinhorn A M.Teflon bearingsin base isolation II:Modeling[J].Journal of StructuralEngineering,1990,116(2):455 474.
[5]Mokha A,Constantinou M C,Reinhorn A M.Verification offriction model of teflon bearings under triaxial load[J].Journal of Structural Engineering,1993,119(1):240-261.
[6]Mosqueda G,Whittaker A S,Fenves G L.Characterizationand modeling of friction pendulum bearings subjected tomultiple components of excitation[J].Journal of StructuralEngineering,2004,130(3):433-442.
[7]焦驰宇,胡世德,管仲国.FPS抗震支座分析模型的比较研究[J].振动与冲击,2007,26(10):113-117.
[8]Huang W H.Bi-directional testing,modeling,and systemresponse of seismically isolated bridges[D].University ofCalifornia,Berkeley.2002.
[9]AASHTO.Guide specifications for seismic isolation design[M].American Association of State Highway andTransportation Officials,1999.
[10]吴陶晶,李建中,管仲国.减隔震装置作用机理及其在大跨度连续梁桥中的应用[J].结构工程师,2009,25(4):102-107.
[11]Computers and Structures,Inc.Analysis reference manual forSAP2000[M].Computers and Structures,Inc.,1997.
[12]PEER Strong Motion Database.http://peer.berkeley.edu/smcat,2009.
[2]Zayas V A,Low S S.Seismic isolation of bridges usingfriction pendulum bearings[R].Structural Engineering inthe 21st Century:Proc.,Structures Congress,1999.
[3]Mokha A,Constantinou MC,Reinhorn A M.Teflon bearingsin base isolation I:Testing[J].Journal of StructuralEngineering,1990,116(2):438 454.
[4]Constantinou M C,Mokha A,Reinhorn A M.Teflon bearingsin base isolation II:Modeling[J].Journal of StructuralEngineering,1990,116(2):455 474.
[5]Mokha A,Constantinou M C,Reinhorn A M.Verification offriction model of teflon bearings under triaxial load[J].Journal of Structural Engineering,1993,119(1):240-261.
[6]Mosqueda G,Whittaker A S,Fenves G L.Characterizationand modeling of friction pendulum bearings subjected tomultiple components of excitation[J].Journal of StructuralEngineering,2004,130(3):433-442.
[7]焦驰宇,胡世德,管仲国.FPS抗震支座分析模型的比较研究[J].振动与冲击,2007,26(10):113-117.
[8]Huang W H.Bi-directional testing,modeling,and systemresponse of seismically isolated bridges[D].University ofCalifornia,Berkeley.2002.
[9]AASHTO.Guide specifications for seismic isolation design[M].American Association of State Highway andTransportation Officials,1999.
[10]吴陶晶,李建中,管仲国.减隔震装置作用机理及其在大跨度连续梁桥中的应用[J].结构工程师,2009,25(4):102-107.
[11]Computers and Structures,Inc.Analysis reference manual forSAP2000[M].Computers and Structures,Inc.,1997.
[12]PEER Strong Motion Database.http://peer.berkeley.edu/smcat,2009.
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