武汉军山长江大桥非线性地震反应时程分析
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摘要
以武汉军山长江大桥为例,分析了斜拉桥的动力特性以及在一致激励和非一致激励下的非线性地震反应,并进行了减、隔震研究.结果表明:1)该桥基本周期很长,约为8.881s,其第一振型为纵飘振型.2)几何非线性对其地震反应影响明显.3)同时考虑三个方向的地震波作用时,非一致激励对主梁和塔抗震设计不利.4)将普通支座更换为铅芯橡胶支座、粘弹性阻尼器,或两种减震装置同时使用时,减震效果明显.从减震效果比较,可以优先采用高阻尼铅芯橡胶支座+粘弹性阻尼器的做法.
The Finite Element Method(FEM) model of Wuhan Junshan Yangtze River Bridge was established,and the dynamic characteristics,nonlinear seismic responses under uniform and non-uniform excitations,and the seismic control measures were systematically studied.The results show that: 1) the basic cycle of Wuhan Junshan Yangtze River Bridge is about 8.881s,which is very long.Its first mode of vibration is longitudinal floating mode.2) The geometric nonlinearity has much influence on the response of this kind of bridge.3) The non-uniform excitations are unfavorable to the design of tower and the main girder when considering the three orthogonal seismic wave input.4)The replacement of normal bearing by the LRB or VED or LRB+VED is favorable to the seismic control,but it is prior to adopt the type of LRB+VED.
The Finite Element Method(FEM) model of Wuhan Junshan Yangtze River Bridge was established,and the dynamic characteristics,nonlinear seismic responses under uniform and non-uniform excitations,and the seismic control measures were systematically studied.The results show that: 1) the basic cycle of Wuhan Junshan Yangtze River Bridge is about 8.881s,which is very long.Its first mode of vibration is longitudinal floating mode.2) The geometric nonlinearity has much influence on the response of this kind of bridge.3) The non-uniform excitations are unfavorable to the design of tower and the main girder when considering the three orthogonal seismic wave input.4)The replacement of normal bearing by the LRB or VED or LRB+VED is favorable to the seismic control,but it is prior to adopt the type of LRB+VED.
引文
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[2]ASL A A,BLACK R G.Seismic and structural engineering ofa curved cable-stayed bridge[J].Journal of Bridge Engineer-ing,2001,6(6):439-450.
[3]SOYLUK K,DUMANOGLU A A.Spatial variability effectsof ground motions on cable-stayed bridges[J].Soil Dynamicsand Earthquake Engineering,2004,24:241?250.
[4]LI NJ H,ZHANG Y H.Seismic spatial effects for long-spanbridges using the pseudo excitation method[J].EngineeringStructures,2004,26:1207-1216.
[5]SOYLUK K,DUMANOGLU A A.Comparison of asyn-chronous and stochastic dynamic responses of a cable-stayedbridge[J].Engineering Structures,2000,22:435-445.
[6]I NGHAM TJ,RODRIGUEZ S,NADER M.Nonlinear anal-ysis of the Vincentt Thomas Bridge for seismic retroit[J].Computers&Structures,1997,64(5/6):1221-1238.
[7]WANG P H,LI N HT,TANG T Y.Study on nonlinear anal-ysis of a highly redundant cable-stayed bridge[J].Computersand Structures,2002,80:165-182.
[8]FLEMI NGJ F.Nonlinear static analysis of cable-stayed bridge[J].Computers and Structures,1979,10:621-635.
[9]范立础.桥梁抗震[M].上海:同济大学出版社,1997.FAN Li-chu.Earthquake resistance of bridge[M].Shanghai:Tongji University Press,1997.(In Chinese)
[10]李国豪.工程结构抗震动力学[M].上海:上海科学技术出版社,1980.LI Guo-hao.Seismic dynamics of engineering structures[M].Shanghai:Shanghai Science Technology Press,1980.(In Chinese)
[11]李国豪.桥梁结构稳定与振动[M].北京:中国铁道出版社,2003.LI Guo-hao.Stability and vibration of bridge structures[M].Beijing:China Rail way Publishing House,2003.(In Chinese)
[12]NEGRAO J H O,SI MOES L M C.Opti mization of cable-stayed bridges with three di mensional modeling[J].Comput-ers and Structures,1997,64(1/4):741-758.
[13]KAROUMI R.Some modeling aspects in the nonlinear finiteelement analysis of cable supported bridges[J].Computersand Structures,1999,71:397-412.
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