为了考察桩‐土相互作用以及桩基土液化对桥梁结构地震响应的影响，针对处于可液化场地的某座铁路三跨预应力连续梁‐拱组合桥，利用ANSYS有限元计算软件建立墩底固结模型Ⅰ及基于 m值法和P‐Y 曲线法的全桩模型Ⅱ和模型Ⅲ，并对各模型进行振动特性计算分析和时程计算分析。结果表明：3个有限元模型的基本振型相同，均为面外横向侧弯；全桩模型Ⅱ和模型Ⅲ前5阶振型分布特点一致，验证了模型对比分析方式和 P‐Y 曲线法的合理性；模型Ⅰ，Ⅱ，Ⅲ的一阶频率分别为0．83669，0．51895，0．50278 Hz，拱顶横向位移时程计算值分别为0．00513，0．0203，0．0221 m ；考虑桩‐土相互作用及液化土非线性后，结构关键位置位移响应值进一步增大；所得结论可为今后可液化场地的桥梁进行抗震分析提供参考。%In order to investigate the influence of pile‐soil interaction and pile foundation soil liquefaction on seismic response of bridge structure , model Ⅰ for the bottom of pier consolidation ,w hole pile model Ⅱ and model Ⅲ based on m‐value method and P‐Y curve method for a railway bridge with three‐span prestressed and continuous beam‐arch combination structure in liquefiable site were established by finite element analysis software ANSYS . The vibration characteristics and time history of models were calculated .The results show that the basic modes of the three finite element models are same ,and lateral bending is the basic mode of the bridge . T he w hole pile model Ⅱ and model Ⅲ have the same first 5 modes ,w hich show s that the model analysis of contrast method and application of P‐Y curve method were reasonable .The first order frequencies of model Ⅰ ,Ⅱ and Ⅲ were 0 .836 69 ,0 .518 95 ,0 .502 78 Hz .The calculation values of lateral displacement of vault w ere 0 .005 13 ,0 .020 3 ,0 .022 1 m . T he displacement response values of key locations of structure increase w hile considering the pile‐liquefied soil interaction and liquefied soil nonlinear .The method can provide a reference for the analysis of bridge seismic liquefiable ground in the future .
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