地铁过渡段结构振动响应特性与噪声分析
谭佳1许炜萍2赵楚轩2王呼佳3杨朋3孙克国2
Vibration Response Characteristics and Noise Analysis of Metro Transition Section Structure
TAN JiaXU WeipingZHAO ChuxuanWANG HujiaYANG PengSUN Keguo
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作者信息:1.1.广州地铁集团有限公司， 510220， 广州；
2.2.西南交通大学交通隧道工程教育部重点实验室，土木工程学院， 610031， 成都；
3.3.中铁二院工程集团有限责任公司， 610031， 成都
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Affiliation:Guangzhou Metro Group Co., Ltd., 510220, Guangzhou, China
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关键词:
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Key words:
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DOI:10.16037/j.1007-869x.2021.05.008
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中图分类号/CLCN:U231.4
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栏目/Col:研究报告
摘要:
为研究地面过渡段地铁振动的响应特性，对广州市坑口地铁站前所处地面过渡段轨行区以及其临近地面进行振动以及噪声测试，对所得振动加速度进行傅里叶变换，分析了列车振动在横向上的传播规律以及列车振动的影响因素，得到了以下结论：列车制动行为、钢轨接头以及列车载重的增加会增强列车振动，而碎石道床可以有效减弱列车振动的传播；上、下行线列车经过时，其轨枕测点振动加速度峰值分别为10.80和4.22 m/s2，地面振动加速度峰值为0.07 m/s2，振动加速度在横向上的传播呈现逐渐衰减的趋势；列车振动引起下方轨枕最大频响在110 Hz左右，频响范围为0~400 Hz;旁边轨道轨枕最大频响在80 Hz左右，频响范围为0~200 Hz；地面最大频响在50 Hz左右，频响范围为0~100 Hz;整体车致振动传播过程中高频成分衰减较大，到了地面低频响有所放大；列车运行致使振动噪声在地面临近轨道一侧噪声最大值为95.5 dB，远离轨道建筑物楼底噪声最大值为87.9 dB，超过规范噪声限制75 dB，振动噪声在横向上有小幅度衰减。
Abstracts:
To study the response characteristics of metro vibration in the transition section, the vibration and noise are tested in the track area of the transition section in front of the station and the adjacent ground of Guangzhou Kengkou station. By conducting Fourier transform on the obtained vibration acceleration, the transverse propagation law of train vibration and the influencing factors of train vibration are analyzed. The following conclusions are obtained: train braking behavior, rail joint and increase of train load will enhance the train vibration, while gravel track bed can effectively reduce the train vibration propagation; when the train is passing through the upper and lower lines, the peak vibration acceleration of the sleeper measuring point is 10.80 and 4.22 m/s2 respectively, the ground vibration acceleration peak value being 0.07 m/s2, and the lateral propagation of the vibration acceleration presents a gradual attenuation trend. The maximum frequency response of the lower sleeper caused by train vibration is about 110 Hz, the frequency response range is mainly 0~400 Hz; the maximum frequency response of the side track sleeper is about 80 Hz, the frequency response range is 0~200 Hz; the maximum frequency response on the ground is about 50 Hz, the frequeucy range is 0~100 Hz. The high frequency component of the whole train induced vibration propagation process is greatly attenuated, and the low frequency response is enlarged when it reaches the ground. The maximum noise value of the vibration noise on the side near the track is 95.5 dB, and the maximum value of the noise at the bottom of the building far away from the track is 87.9 dB, exceeding the specified noise limitation 75 dB. The vibration noise has a small amplitude attenuation in the transverse direction.
引文 / Ref:
徐前卫，崔越榜，王尉行，等.盾构侧穿桥梁基础的施工影响分析及其控制研究[J].城市轨道交通研究，2021，24（5）：26.
XU Qianwei，CUI Yuebang，et al.WANG Weixing，Construction Influence Analysis and Control Measures of Shield Tunnel Side-crossing Adjacent Bridge Foundation[J].Urban mass transit，2021，24（5）：26.
XU Qianwei，CUI Yuebang，et al.WANG Weixing，Construction Influence Analysis and Control Measures of Shield Tunnel Side-crossing Adjacent Bridge Foundation[J].Urban mass transit，2021，24（5）：26.
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