近震作用下桥墩变高度隔震梁桥设计研究
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摘要
通过定义桥墩变高度隔震梁桥的支座强度率、各桥墩刚度率和总体系刚度,对总支座强度和扭转反应进行了归一化,并基于Park模型模拟双向水平近震作用下铅芯橡胶支座的非线性动力恢复力特性,对桥梁进行非线性时程分析,研究了桥墩刚度率和支座强度率的分布等对桥墩变高度隔震梁桥的支座剪力与位移、桥墩变形、桥面位移和桥梁扭转反应的影响.结果表明,支座强度率和刚度率的分布对隔震梁桥的地震反应有较大影响.
The total bearings strength and torsional response of the superstructure of isolation bridges with varied height piers are normalized,and bearing strength ratio,bridge system total stiffness and stiffness ratio are defined.Nonlinear time history analyses of isolation bridges with varied height piers are performed through Park Model to simulate dynamic hysteresis property of LRB under bidirection horizontal near earthquake.The main investigation is how the stiffness and bearing strength distribution at different piers affects bearing shear force and deformation,pier deformation,deck displacement and torsional response of the superstructure.The reatch results show that the stiffness and bearing strength distribution at different piers has considerable effects on the seismic responses of the isolation bridge.
The total bearings strength and torsional response of the superstructure of isolation bridges with varied height piers are normalized,and bearing strength ratio,bridge system total stiffness and stiffness ratio are defined.Nonlinear time history analyses of isolation bridges with varied height piers are performed through Park Model to simulate dynamic hysteresis property of LRB under bidirection horizontal near earthquake.The main investigation is how the stiffness and bearing strength distribution at different piers affects bearing shear force and deformation,pier deformation,deck displacement and torsional response of the superstructure.The reatch results show that the stiffness and bearing strength distribution at different piers has considerable effects on the seismic responses of the isolation bridge.
引文
[1]Jangid R S,Kelly J M.Base isolation for near-fault motions[J].EarthquakeEngineering and Structural Dynamics,2001,30(5):691-707.
[2]Jangid R S.Optimum lead–rubber isolation bearings for near-fault motions[J].Engineering Structures,2007,29(10):2503-2513.
[3]Warn Gordon P,Whittaker Andrew S.Performance estimates in seismically isolated bridge structures[J].Engineering Structures,2004,26(9):1261-1278.
[4]李建中,辛学忠.连续梁桥减震、隔震体系非线性地震反应分析[J].地震工程与工程振动,1998,18(3):67-73.
[5]朱东生,劳远昌,沈大元.LRB隔震桥梁的地震反应特点[J].工程力学,2000,18(1):119-125.
[6]王丽,阎贵平,孙立.LRB隔震桥梁减震效果分析[J].工程力学,2003,20(5):124-129.
[7]黄建文,朱晞,张静.隔震桥梁结构的简化反应分析及设计参数研究[J].北方交通大学学报,2004,28(1):17-22.
[8]杨风利,钟铁毅,夏禾.铁路简支梁桥减隔震支座设计参数的优化研究[J].铁道学报,2006,28(3):128-132.
[9]Hwang J S,Chang K C,Tsai M H.Composite damping ratio of seismically isolated regular bridges[J].Engineering Structures,1997,19(1):55-62.
[10]李建中,范立础.非规则梁桥纵向地震反应及碰撞效应[J].土木工程学报,2005,38(1):84-90.
[2]Jangid R S.Optimum lead–rubber isolation bearings for near-fault motions[J].Engineering Structures,2007,29(10):2503-2513.
[3]Warn Gordon P,Whittaker Andrew S.Performance estimates in seismically isolated bridge structures[J].Engineering Structures,2004,26(9):1261-1278.
[4]李建中,辛学忠.连续梁桥减震、隔震体系非线性地震反应分析[J].地震工程与工程振动,1998,18(3):67-73.
[5]朱东生,劳远昌,沈大元.LRB隔震桥梁的地震反应特点[J].工程力学,2000,18(1):119-125.
[6]王丽,阎贵平,孙立.LRB隔震桥梁减震效果分析[J].工程力学,2003,20(5):124-129.
[7]黄建文,朱晞,张静.隔震桥梁结构的简化反应分析及设计参数研究[J].北方交通大学学报,2004,28(1):17-22.
[8]杨风利,钟铁毅,夏禾.铁路简支梁桥减隔震支座设计参数的优化研究[J].铁道学报,2006,28(3):128-132.
[9]Hwang J S,Chang K C,Tsai M H.Composite damping ratio of seismically isolated regular bridges[J].Engineering Structures,1997,19(1):55-62.
[10]李建中,范立础.非规则梁桥纵向地震反应及碰撞效应[J].土木工程学报,2005,38(1):84-90.
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