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400 km/h高铁桥上直立式声屏障列车风致振动研究

李小珍 张效邦 郑净 徐鸿 陈锋

李小珍, 张效邦, 郑净, 徐鸿, 陈锋. 400 km/h高铁桥上直立式声屏障列车风致振动研究[J]. 西南交通大学学报. doi: 10.3969/j.issn.0258-2724.20220033
引用本文: 李小珍, 张效邦, 郑净, 徐鸿, 陈锋. 400 km/h高铁桥上直立式声屏障列车风致振动研究[J]. 西南交通大学学报. doi: 10.3969/j.issn.0258-2724.20220033
LI Xiaozhen, ZHANG Xiaobang, ZHENG Jing, XU Hong, CHEN Feng. Research on Wind-Induced Vibration of 400 km/h Trains with Vertical Sound Barrier on Highspeed Railway Bridge[J]. Journal of Southwest Jiaotong University. doi: 10.3969/j.issn.0258-2724.20220033
Citation: LI Xiaozhen, ZHANG Xiaobang, ZHENG Jing, XU Hong, CHEN Feng. Research on Wind-Induced Vibration of 400 km/h Trains with Vertical Sound Barrier on Highspeed Railway Bridge[J]. Journal of Southwest Jiaotong University. doi: 10.3969/j.issn.0258-2724.20220033

400 km/h高铁桥上直立式声屏障列车风致振动研究

doi: 10.3969/j.issn.0258-2724.20220033
基金项目: 国家自然科学基金(52278463,52202422)
详细信息
    作者简介:

    李小珍(1970—),男,教授,博士,研究方向为车桥耦合振动,铁路桥梁减振降噪,E-mail:xzhli@swjtu.edu.cn

  • 中图分类号: U24;TB532

Research on Wind-Induced Vibration of 400 km/h Trains with Vertical Sound Barrier on Highspeed Railway Bridge

  • 摘要:

    高铁列车提速使声屏障动力问题凸显,以列车高速行驶时引发的直立式声屏障的动力放大系数为研究对象,探究直立式声屏障结构的振动特性及影响参数. 首先,建立高铁桥上直立式声屏障有限元模型,分析其基本动力特性;然后,开展声屏障在400 km/h移动列车脉动风荷载时程作用下的振动规律研究,据此计算声屏障钢结构的动力放大系数;最后,针对声屏障的振动响应和动力放大系数开展多参数分析. 结果表明:车速400 km/h时,5.0 m高声屏障立柱的动力放大系数约为2.76;声屏障安装位置距轨道中心线距离从3.8 m增大到4.7 m,弯矩响应的动力放大系数减小了0.3;2.3、3.3、5.0 m高声屏障立柱弯矩响应的动力放大系数分别为1.64、2.52、2.76,顶部的横向位移由0.45 mm增大至3.8 mm,根部弯矩则分别提高了26.8%和60.8%,增大声屏障高度不利于结构的振动特性.

     

  • 图 1  典型振型图

    Figure 1.  Typical modes of vibration

    图 2  脉动风荷载曲线

    Figure 2.  Fluctuating wind load curve

    图 3  400 km/h脉动风荷载最大横桥向振动位移分布

    Figure 3.  Maximal transverse vibration displacement under fluctuating wind load at train’s speed of 400 km/h

    图 4  不同测点横桥向振动弯矩、位移折线

    Figure 4.  Line charts of transverse vibration bending moment and displacement of different testing sites

    图 5  时程曲线

    Figure 5.  Time history curves

    图 6  最大值沿行车方向分布规律

    Figure 6.  Distribution of maximal value along driving direction

    图 7  立柱动力放大系数变化规律

    Figure 7.  Variation of dynamic magnification factors of columns

    图 8  不同高度声屏障立柱顶部节点横桥向位移最大值沿行车方向分布规律

    Figure 8.  Distribution of maximal transverse displacement of top nodes of sound barrier columns with different heights along driving direction

    图 9  不同高度声屏障立柱横桥向动弯矩最大值沿行车方向分布规律

    Figure 9.  Distribution of maximal transverse dynamic bending moment of sound barrier columns with different heights along driving direction

    表  1  板单元和立柱材料参数

    Table  1.   Material parameters of plate elements and columns

    名称 弹性模量/GPa 泊松比 密度/(kg·m−3
    金属单元板 71 0.33 25.49
    通透隔声板 3.1 0.37 1224
    立柱 210 0.274 798
    下载: 导出CSV

    表  2  声屏障前10 阶频率

    Table  2.   Top ten frequencies of sound barrier

    模态号 频率/Hz 模态号 频率/Hz
    1 10.484 6 18.018
    2 11.319 7 18.101
    3 13.294 8 18.132
    4 15.846 9 18.145
    5 17.650 10 18.151
    下载: 导出CSV

    表  3  数值模拟结果与试验结果比较

    Table  3.   Comparison between numerical simulation results and experimental results

    条件 车速/(km·h−1 实测值/Pa 仿真值/Pa 误差/%
    正压峰值 300 535 507 5.2
    350 698 715 2.4
    380 889 880 1.0
    负压峰值 300 −397 −366 7.8
    350 −531 −508 4.3
    380 −691 −646 6.5
    下载: 导出CSV

    表  4  时速400 km/h声屏障立柱动力放大系数

    Table  4.   Dynamic amplification factors of sound barrier columns at train’s speed of 400 km/h

    类别 立柱底部应力/MPa 立柱横桥向弯矩/(kN·m)
    静力作用 2.81 2.38
    动力作用 7.77 6.57
    放大系数 2.77 2.76
    下载: 导出CSV

    表  5  动力放大系数计算值与规范值对比

    Table  5.   Comparison between calculated value and value given by specification of dynamic amplification factor

    声屏障
    高度/m
    指标 动力放大系数
    计算值 规范值
    2.3 立柱底部应力 1.26 1.25
    2.3 立柱横桥向弯矩 1.26
    3.3 立柱底部应力 2.11 2.11
    3.3 立柱横桥向弯矩 2.10
    下载: 导出CSV
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出版历程
  • 收稿日期:  2022-01-12
  • 录用日期:  2024-03-05
  • 修回日期:  2022-08-09
  • 网络出版日期:  2024-03-11

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