轨道结构对隧道衬砌及周围土体减振性能影响研究  

Research on theinfluence of track structure on vibration reduction performance of tunnel lining and surrounding soil

作　　者：李涛[1] 侯蕊 赵晶 李灵锋 郑康康 任东伟 LI Tao;HOU Rui;ZHAO Jing;LI Lingfeng;ZHENG Kangkang;REN Dongwei(School of Mechanics and Architectural Engineering,China University of Mining&Technology(Beijing),Beijing 100083,China)

机构地区：[1]中国矿业大学(北京)力学与建筑工程学院,北京100083

出　　处：《中国矿业大学学报》2024年第2期377-389,共13页Journal of China University of Mining & Technology

基　　金：国家自然科学基金项目(51508556);中央高校基本科研业务费专项资金项目(2020YJSLJ14);越崎青年学者资助项目(800015z1166)。

摘　　要：厘清不同轨道结构下地铁管片及周围土体的动力响应特性,可为地铁轨道结构减振技术提供重要依据.开展大型物理模型试验,设计纯管片无道床、普通道床、橡胶浮置板道床3种不同的地铁隧道模型,采用实际地铁列车振动信号,基于傅里叶变换时频域的分析方法,以峰值加速度和频响函数的对数作为评价指标,分析不同隧道管片结构的及周围土体的动力响应变化规律.研究结果表明:列车荷载的频域区间内动力响应变化分为3个阶段:阶段Ⅰ(0~20 Hz)内轨道结构的频响函数与荷载频率成负相关;阶段Ⅱ(20~150 Hz)内的动力响应随荷载频率变化整体上升局部波动,分别在50 Hz和110 Hz的峰值处出现振动放大现象;阶段Ⅲ(150~250 Hz)上的动力响应与荷载频率成正相关.普通道床和橡胶浮置板道床在50~250 Hz的频段有良好的减振效果,而对低频的振动衰减作用较小.3种轨道结构管片同环上不同位置的动力响应随着距振源距离的增加而衰减,道床的存在会降低振动波在同环测点传播的衰减幅值;环与环之间的动力响应呈现出随振源的距离增加逐渐降低的趋势;道床结构和橡胶浮置板结构的存在改变了周围土层的动力响应的频响性质,在高频范围内出现振动放大现象,但整体的动力响应小于纯管片无道床结构周围的土层.土层中的动力响应随着与振源的距离的增加逐渐降低,由仰拱至拱顶动力响应的衰减幅值为20.3%.Understanding the dynamic response characteristics of subway segment and surrounding soil under different track structures can provide important basis for the vibration reduction technology of subway track structure.Large-scale physical model tests were conducted,and three different subway tunnel models were designed:pure segment without ballast bed,regular ballast bed,and rubber floating plate ballast bed.Based on the actual subway train vibration signal and the analysis method of Fourier transform time-frequency domain,the logarithm of peak acceleration and frequency response function were used as evaluation indicators to analyze the dynamic response change rules of different tunnel segment structures and surrounding soil.The research results show that the dynamic response change of the train load frequency domain is divided into three stages.In stage I(0—20 Hz),the frequency response function of the track structure is negatively correlated with the load frequency.In stage Ⅱ(20—150 Hz),the dynamic response increases with the change of load frequency,with local fluctuations.Vibration amplification occurs at the peak of 50 Hz and 110 Hz,respectively.In stage Ⅲ(150—250 Hz),the dynamic response is positively correlated with the load frequency.The regular ballast bed and rubber floating plate ballast bed have a good vibration reduction effect in the frequency range of 50—250 Hz,but have less attenuation effect on low-frequency vibration.The dynamic response of the three track structure segments at different positions on the ring decreases with the increase of distance from the vibration source.The existence of the ballast bed structure reduces the amplitude of attenuation of vibrational wave propagation at the same circle test point.The dynamic response between rings shows a gradually decreasing trend with the increase of distance from the vibration source.The existence of the ballast bed structure and rubber floating plate structure changes the frequency response characteristics of the surrounding soil

关 键 词：模型试验 轨道结构 动力响应 频响函数 时频分析 

分 类 号：O319.56[理学—一般力学与力学基础]