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结合型式对地铁车站上盖物业的振动响应影响

许炜萍 刘易然 黄谦 刘旭 赵楚轩 王呼佳 杨朋 孙克国

许炜萍, 刘易然, 黄谦, 刘旭, 赵楚轩, 王呼佳, 杨朋, 孙克国. 结合型式对地铁车站上盖物业的振动响应影响[J]. 西南交通大学学报, 2024, 59(3): 653-662. doi: 10.3969/j.issn.0258-2724.20220284
引用本文: 许炜萍, 刘易然, 黄谦, 刘旭, 赵楚轩, 王呼佳, 杨朋, 孙克国. 结合型式对地铁车站上盖物业的振动响应影响[J]. 西南交通大学学报, 2024, 59(3): 653-662. doi: 10.3969/j.issn.0258-2724.20220284
XU Weiping, LIU Yiran, HUANG Qian, LIU Xu, ZHAO Chuxuan, WANG Hujia, YANG Peng, SUN Keguo. Influence of Combination Types on Vibration Response of Superstructure of Subway Station[J]. Journal of Southwest Jiaotong University, 2024, 59(3): 653-662. doi: 10.3969/j.issn.0258-2724.20220284
Citation: XU Weiping, LIU Yiran, HUANG Qian, LIU Xu, ZHAO Chuxuan, WANG Hujia, YANG Peng, SUN Keguo. Influence of Combination Types on Vibration Response of Superstructure of Subway Station[J]. Journal of Southwest Jiaotong University, 2024, 59(3): 653-662. doi: 10.3969/j.issn.0258-2724.20220284

结合型式对地铁车站上盖物业的振动响应影响

doi: 10.3969/j.issn.0258-2724.20220284
基金项目: 国家自然科学基金(52178396)
详细信息
    作者简介:

    许炜萍(1981—),女,副教授,硕士生导师,研究方向为地下工程抗减震,E-mail:xwp1981@126.com

  • 中图分类号: U25

Influence of Combination Types on Vibration Response of Superstructure of Subway Station

  • 摘要:

    为研究地铁振动对不同结合类型地铁车站及其上方的动力反应影响,基于地铁车站与上盖物业连接型式的主要承载区别,提出“软结合”“硬结合Ⅰ”“硬结合Ⅱ”3种结合型式;然后,采用车-轨耦合模型得到列车荷载谱,利用有限差分软件FLAC3D建立地铁车站-上盖物业数值仿真模型,并与实测数据进行对比,验证数值仿真模型与参数的正确性;最后,基于数值仿真,从时域、频域出发,研究3种结合型式下上盖物业的振动响应. 研究结果表明:软结合型式下站厅层到上盖物业一层加速度峰值减小69.10%,硬结合Ⅰ型减小2.08%,硬结合Ⅱ型增大2.94%,硬结合型式下上盖物业振动加速度较软结合型式大;3种结合型式下上盖物业振动的频率主要在40~90 Hz,且对于上盖物业同一楼层,振动随距振源距离的增大而逐渐减小;软结合型式下上盖物业一层加速度级最大值为68.2 dB,较站厅层减小11.3 dB;硬结合Ⅰ型、硬结合Ⅱ型的上盖物业加速度级最大值分别为83.4 、79.4 dB;地铁振动造成上盖物业附加第一主应力很小,且在向上传播过程中衰减很快;从站厅层到上盖物业,软结合型式第一主应力衰减85.81%,硬结合Ⅰ、Ⅱ型式分别衰减63.46%、72.27%,间隔土对附加应力有明显衰减作用. 在地铁实际建设工程中建议选用软结合型式.

     

  • 图 1  软、硬结合示意

    Figure 1.  Soft and hard combinations

    图 2  数值仿真模型及测点布置(单位:m)

    Figure 2.  Numerical simulation model and layout of measuring points (unit: m)

    图 3  荷载施加示意

    Figure 3.  Load application

    图 4  数值仿真模型

    Figure 4.  Numerical simulation model

    图 5  数值仿真与现场实测结果对比

    Figure 5.  Comparison of numerical simulation and field measured results

    图 6  软结合型式下各楼层加速度时程曲线

    Figure 6.  Acceleration time-history curves of each floor under soft combination

    图 7  硬结合Ⅰ型下各楼层加速度时程曲线

    Figure 7.  Acceleration time-history curves of each floor under hard combination Ⅰ

    图 8  硬结合Ⅱ型下各楼层加速度时程曲线

    Figure 8.  Acceleration time-history curves of each floor under hard combination Ⅱ

    图 9  各测点加速度级峰值

    Figure 9.  Peak values of acceleration level of each measuring point

    图 10  A1各断面振动加速度频谱

    Figure 10.  Vibration acceleration spectrum of each section of the A1 floor

    图 11  断面3各楼层振动加速度频谱

    Figure 11.  Vibration acceleration spectrum of the third section of each floor

    图 12  3种型式下第一主应力时程曲线

    Figure 12.  Time-history curves of first principal stress under different combination types

    表  1  地层及结构物理力学参数

    Table  1.   Physical and mechanical parameters of strata and structures

    序号名称重度/(KN·m−3弹性模量/MPa泊松比厚度/m内摩擦角/(°)黏聚力/kPa
    1素填土16.518.000.333.55.79.4
    2淤泥质粉细砂17.130.000.256.023.0
    3粉质黏土19.8105.000.322.522.622.2
    4全风化粉砂岩19.3225.000.293849.310.3
    5钢轨78.52.01×1050.30
    6地铁车站24.03.00×1040.20
    7上盖物业24.02.80×1040.20
    下载: 导出CSV

    表  2  轨道部件物理力学参数

    Table  2.   Physical and mechanical parameters of track components

    钢轨 扣件 道床板
    质量/
    (kg·m−1
    密度/
    (kg·m−3
    弹性
    模量/GPa
    泊松比 垂向刚度/
    (MN·m−1
    扣件间距/m 弹性模量/
    GPa
    泊松比 密度/
    (kg·m−3
    60 7850 205.9 0.30 59.2 0.6 32.5 0.24 2400
    下载: 导出CSV

    表  3  不同结合型断面3各楼层的第一主应力峰值

    Table  3.   First principal stress peak value of the third section of each floor under different combination types

    楼层软结合硬结合Ⅰ硬结合Ⅱ
    A0899.33849.54952.66
    A1127.60310.39264.16
    A2113.31264.24180.05
    A3109.44200.76172.24
    A4120.30233.98192.38
    衰减率/%85.8163.4672.27
    注:衰减率指A0到A1的第一主应力衰减率.
    下载: 导出CSV
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出版历程
  • 收稿日期:  2022-05-05
  • 修回日期:  2022-08-24
  • 网络出版日期:  2023-11-23
  • 刊出日期:  2022-09-22

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