文献类型：期刊文献

中文题名：高速铁路环境振动黏弹性边界数值模型及验证

英文题名：Viscous-spring Boundary Numerical Model of Environmental Vibration and Test Validation for High-speed Railway

作者：张志俊

第一作者：张志俊

机构：[1]贵州理工学院土木工程学院

第一机构：贵州理工学院土木工程学院

年份：2020

卷号：64

期号：2

起止页码：106-111

中文期刊名：铁道标准设计

外文期刊名：Railway Standard Design

收录：北大核心:【北大核心2017】；

基金：贵州省科技研究计划项目(黔科合基础([2018]1058))

语种：中文

中文关键词：高速铁路;环境振动;粘弹性边界;数值模型;Lamb问题;试验验证

外文关键词：high-speed railway;environmental vibration;viscous-spring boundary;numerical model;Lamb’s problem;test validation

摘要：为研究有限元法在高速列车荷载引起的环境振动问题研究中的应用及模拟精度,采用数值方法分析列车运行引起桥梁附近自由场振动问题,数值模型包括列车-轨道-桥梁耦合模型和墩-桩-土耦合模型。其中,墩-桩-土模型采用有限元方法建立,引入黏弹性人工边界从半无限介质土体中截取出有限计算域。通过在模型截取边界施加切向和法向弹簧-阻尼单元,消除模型边界处波的反射与透射。其计算精度通过求解Lamb问题可知,黏弹性边界相比固定边界更加接近于解析解。再将黏弹性边界应用于车致环境振动数值模型,数值分析结果与现场测试结果进行对比,可以看出实测时程与分析结果时程曲线波形和幅值均吻合较好,从1/3倍频程对比曲线可以看出,地面响应峰值频率约为50 Hz,数值分析与现场实测结果在响应优势频段吻合较好。由总振级结果可知,地面响应随与振源距离的增加而减小,数值分析结果与实测响应结果在各测点的具体数值存在一定差值,但差值较小,且振动衰减趋势基本一致。
In order to study the application of the finite element method to simulate the high-speed train induced environmental vibration and the simulation precision, numerical method is used to analyze train-induced environmental vibration. The numerical model contains a train-track-bridge coupled model and a pier-pile-soil coupled model. The pier-pile-soil model is established with finite element method. The viscous-spring artificial boundary is introduced to take out finite computational domains from semi-infinite soil. Specifically, spring-damping elements are applied on the boundaries in the tangential and normal directions to simulate the viscous-spring artificial boundary. Then the reflection and transmission of the wave at the boundaries can be eliminated. The computational precision can be obtained by solving Lamb’s problem. The viscous-spring artificial boundary is closer to the analytic solution. Furthermore, the viscous-spring artificial boundary is applied to train-induced environmental vibration numerical simulation. The comparison of the results of the numerical analysis with site measurements shows that responses’ waveform and amplitude of numerical analysis and test in the time domain are in good agreement. It can be observed from the 1/3 octave curve that the peak frequency of the response is about 50 Hz. The results of the numerical analysis and site test in the dominant frequency band are basically coincidence. It can be identified from the total vibration level results that the ground vibration responses attenuate with the increase of the distance from the vibration source, and certain numerical differences exist at each test point between numerical analysis results and site measurements. But the differences are small and the vibration responses’ attenuation trends are basically the same.