铁路桥梁摩擦摆减隔震体系简化分析方法

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振动与冲击 ›› 2025, Vol. 44 ›› Issue (7) : 124-131.

土木工程

铁路桥梁摩擦摆减隔震体系简化分析方法

苏伟1, 2，李晓波2，王雨权2，国巍3，管仲国*4

作者信息 +

Simplified analysis method for friction pendulum seismic reduction and isolation system of railway bridge

SU Wei1,2, LI Xiaobo2, WANG Yuquan2, GUO Wei3, GUAN Zhongguo*4

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文章历史 +

摘要

高烈度铁路桥梁减隔震设计广泛使用摩擦摆支座，采用非线性时域分析方法费时费力，等效线性化分析方法是个隐式求解过程，不仅需要迭代计算，而且由于铁路桥墩下部结构体量很大，仅基于首阶振型可能显著低估桥墩的地震响应。结合铁路桥梁的结构受力特点，基于等效线性化原理，提出了高精度等代显式计算方法，用于求解摩擦摆减隔震支座的地震响应，提出了考虑首阶振型与墩身自振振型组合的简化求解方法，用于求解桥墩地震响应。参数分析结果显示，减隔震支座的位移响应可以很好地表征为1秒周期的反应谱值的幂函数，由此建立的简化显式计算方法在常用的设计参数范围内，即摩擦摆支座等效回转半径3m～6m、摩擦系数0.03～0.06，误差小于3%。进一步基于典型高速铁路桥梁，建立结构分析基准模型，通过变化墩高和基础刚度、摩擦摆支座回转半径和摩擦系数、地震作用强度，开展了200个参数抽样，对每个抽样又进行了12条地震波作用的非线性时程分析。结果显示：简化显式计算方法与非线性时域分析的平均结果之间具有很好的一致性，考虑首阶振型与墩身自振振型组合的简化求解方法也能很好地估计各样本的墩底剪力和弯矩响应，而仅考虑首阶振型平均偏低估计墩底剪力和弯矩分别约为40%和30%。

Abstract

The isolation system with displacement-dependent friction pendulum bearings (FPBs) has been widely utilized for railway bridges in high seismic zones. However, nonlinear time history analysis for the seismic design is very complicated and time-consuming, and the equivalent linear analytical method that was proposed in many native and abroad seismic design codes and specifications is an implicit process and needs iterative analyses. The massive substructure of railway bridges might lead to significant underestimation of the seismic forces onto the piers if only the effect of the first mode is considered. An alternative explicit analytical method with high estimation precision is presented based on the equivalent linear analytical method and the structural characteristics of a railway bridge isolated with FPBs, and a simplified analytical method is developed for the estimation of seismic forces of the piers considering both the effects of the first mode and the mode with significant vibration of the pier. A comprehensive sampling analysis with variation for the design parameters of the FPBs was carried out and the results show that the seismic response of the bearing of the isolation system can be well expressed as a power function of the spectrum acceleration at 1 second. Thus a prediction based on such power functions can reach a very good estimation with errors no larger than 3% for the commonly used cases with an equivalent radius of the FPB from 3 m to 6 m and friction coefficient from 0.03 to 0.06. Furthermore, a benchmark bridge model based on a typical high-speed railway bridge was built and two hundred samples with various pier heights, stiffness of foundation, equivalent radii and friction coefficients of FPBs, and seismic intensities were made. For each sample, a nonlinear time history analysis was carried out under 12 ground motions. The results show that the bearing deformation predicted with the alternative explicit analytical method is well consistent with the average results from the time history analyses, and base pier shear forces and bending moments can also be well estimated with the simplified method considering the effects of both the first mode and the mode dominated with pier vibration, while the prediction considering only the effects of the first mode led to an underestimation of approximately 40% for the pier base shear forces and 30% for the base bending moment.

导出引用

苏伟1, 2, 李晓波2, 王雨权2, 国巍3, 管仲国4. 铁路桥梁摩擦摆减隔震体系简化分析方法[J]. 振动与冲击, 2025, 44(7): 124-131

SU Wei1, 2, LI Xiaobo2, WANG Yuquan2, GUO Wei3, GUAN Zhongguo4. Simplified analysis method for friction pendulum seismic reduction and isolation system of railway bridge[J]. Journal of Vibration and Shock, 2025, 44(7): 124-131

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