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黏土与粉土复合地层及其中地铁隧道的车致长期沉降

马龙祥 靳永福 张超 汪乐

马龙祥, 靳永福, 张超, 汪乐. 黏土与粉土复合地层及其中地铁隧道的车致长期沉降[J]. 西南交通大学学报, 2022, 57(5): 1103-1112. doi: 10.3969/j.issn.0258-2724.20200685
引用本文: 马龙祥, 靳永福, 张超, 汪乐. 黏土与粉土复合地层及其中地铁隧道的车致长期沉降[J]. 西南交通大学学报, 2022, 57(5): 1103-1112. doi: 10.3969/j.issn.0258-2724.20200685
MA Longxiang, JIN Yongfu, ZHANG Chao, WANG Le. Long-Term Settlements of Composite Stratum of Clay and Silt and Metro Tunnel in It Due to Train Operation[J]. Journal of Southwest Jiaotong University, 2022, 57(5): 1103-1112. doi: 10.3969/j.issn.0258-2724.20200685
Citation: MA Longxiang, JIN Yongfu, ZHANG Chao, WANG Le. Long-Term Settlements of Composite Stratum of Clay and Silt and Metro Tunnel in It Due to Train Operation[J]. Journal of Southwest Jiaotong University, 2022, 57(5): 1103-1112. doi: 10.3969/j.issn.0258-2724.20200685

黏土与粉土复合地层及其中地铁隧道的车致长期沉降

doi: 10.3969/j.issn.0258-2724.20200685
基金项目: 国家自然科学基金(51608456)
详细信息
    作者简介:

    马龙祥(1988—)男,副教授,博士,研究方向为隧道与地下工程,E-mail:malongxiang_swjtu@163.com

  • 中图分类号: U231;TU435

Long-Term Settlements of Composite Stratum of Clay and Silt and Metro Tunnel in It Due to Train Operation

  • 摘要:

    为了探明列车荷载对黏土与粉土复合地层及其中地铁隧道的长期影响,以无锡某地铁区段为研究对象,建立了轨道-隧道-地层系统的耦合2.5维数值模型,分析了运行列车诱发地铁隧道下覆黏土及粉土复合地层的动应力响应规律,进而结合循环荷载作用下黏土及粉土的不排水累积变形特征及孔压累积特征,采用分层总和法研究了列车振动荷载长期作用诱发该复合地层及其中地铁隧道的长期沉降量值及发展规律. 研究结果表明:1) 隧道下覆地基土的动偏应力沿深度方向呈先增大后减小的变化趋势,其最大值出现在隧道下覆约1.3 m深度处,可达2.80 kPa;2) 地铁列车运行导致复合地层中隧道结构的沉降主要发生在地铁列车前20万次运行期内,且隧道结构的沉降在此期间发展得较为迅速;3) 复合地层中隧道结构稳定后的车致沉降量值可达13.44 mm,其中由土体不排水累积塑性应变引起的沉降为11.40 mm,占比85%,由累积孔压消散引起的固结沉降为2.04 mm,占比15%;4) 隧道下覆黏土与粉土复合地层长期变形主要发生在隧道下方15 m范围内,该范围内的土体沉降对隧道结构长期沉降量值的贡献占比达90%.

     

  • 图 1  2.5维数值模型

    Figure 1.  2.5-dimensional numerical model

    图 2  运行列车作用下地基土的动应力响应

    Figure 2.  Dynamic stress response of foundation soil under the moving train

    图 3  隧道正下方不同位置土体的动偏应力水平

    Figure 3.  Dynamic deviatoric stress levels of foundation soils at different positions under the tunnel

    图 4  隧道结构模拟长期沉降的发展及组成

    Figure 4.  Development and compositions of the simulated long-term settlement of tunnel structure

    图 5  不同因素导致隧道沉降占比随时间的变化

    Figure 5.  Changes of proportions of tunnel settlements caused by different factors in the total settlement with time

    图 6  列车荷载引发地基土长期沉降沿深度的分布规律

    Figure 6.  Distribution of long-term settlement of foundation soil caused by train load along depth

    图 7  不同因素导致的地基土沉降占比沿深度的变化

    Figure 7.  Changes of proportions of settlements caused by different factors in the total settlement with depth

    图 8  地铁隧道结构长期沉降监测点

    Figure 8.  Monitoring point for long-term settlement of metro tunnel

    图 9  隧道结构长期沉降模拟值与实测值的对比

    Figure 9.  Comparison between simulated and measured long-term settlements of tunnel structure

    表  1  地层及隧道结构的物理力学参数

    Table  1.   Physical and mechanical parameters of soils and tunnel structure

    地层层厚/m弹性
    模量/MPa
    泊松比阻尼比密度 /
    (kg·m−3
    杂填土1.723.50.330.051770
    黏土4.334.80.320.051960
    粉质黏土
    夹粉土
    3.825.20.340.051880
    粉土夹
    粉质黏土
    3.225.20.340.051830
    粉质黏土4.219.20.310.051970
    黏土6.638.40.310.051950
    粉土26.236.80.330.051940
    管片34500.00.200.022600
    道床30000.00.250.022500
    下载: 导出CSV
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出版历程
  • 收稿日期:  2020-10-21
  • 修回日期:  2021-03-23
  • 网络出版日期:  2022-09-21
  • 刊出日期:  2021-03-26

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