高速列车作用下简支梁车桥耦合振动随机响应分析

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振动与冲击 ›› 2012, Vol. 31 ›› Issue (4) : 168-172.

论文

高速列车作用下简支梁车桥耦合振动随机响应分析

朱艳; 李小珍; 强士中

作者信息 +

Stochastic Responses Analysis of Train-bridge Coupling System for Simple Supported Beam Under High Speed Train Loads

ZHU Yan; LI Xiao-zhen; QIANG Shi-zhong

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文章历史 +

摘要

以三跨简支梁为例，进行车桥系统空间非平稳随机分析。将系统在确定性荷载作用下得到的响应作为均值，采用虚拟激励法将轨道高低、方向和左右轨高差不平顺转化为一系列简谐荷载，将系统在虚拟荷载作用下的响应的自功率谱密度积分得到均方差，运用3 准则确定系统响应的最大、最小值，取其绝对值的较大值做为响应的代表值，讨论系统响应在不同车速下的变化趋势。研究表明：车体加速度、桥梁跨中横向响应和轮对受到横向轮轨力的随机性较大，轨道不平顺是其主要影响因素，桥梁跨中垂向响应及垂向轮轨力主要由确定性荷载引起。桥梁响应并不随车速的增加而单调增加，车体响应以及轮轨力随车速的增加而单调增加

Abstract

Spatial non-stationary stochastic responses of train-bridge coupling system were analyzed with three-span simple supported girder bridge. Mean value was obtained when the coupling system was only under the determinably load. Pseudo-Excitation Method (PEM) was applied to transformed the track irregularities into the superposition of a series of deterministic pseudo harmonic surface unevenness. Auto-spectral density of the responses had been integrated and the mean-square deviation were found. Maximum and minimum value of the responses were obtained based on 3 principle. Larger value was chosen from the absolue value of the maximum and minimum for the representative one of the responses. Variation trend of the responses were discussed under different speed. The results show that acceleration of car body, lateral responses in bridge midspan and lateral wheel/rail force have large randomness and track irregularities are the major factors. Vertical responses in bridge midspan and vertical wheel/rail force were caused by determinably load. Responses of the bridge did not increase with the increase in train velocity, but responses of car body and wheel/rail force did.

导出引用

朱艳; 李小珍; 强士中. 高速列车作用下简支梁车桥耦合振动随机响应分析[J]. 振动与冲击, 2012, 31(4): 168-172

ZHU Yan; LI Xiao-zhen; QIANG Shi-zhong. Stochastic Responses Analysis of Train-bridge Coupling System for Simple Supported Beam Under High Speed Train Loads[J]. Journal of Vibration and Shock, 2012, 31(4): 168-172