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地铁出入口浅覆土矩形顶管工程地表隆起研究

钟小春 何纯豪 李永运 王子仪 陈洁

钟小春, 何纯豪, 李永运, 王子仪, 陈洁. 地铁出入口浅覆土矩形顶管工程地表隆起研究[J]. 西南交通大学学报, 2023, 58(3): 603-612. doi: 10.3969/j.issn.0258-2724.20210223
引用本文: 钟小春, 何纯豪, 李永运, 王子仪, 陈洁. 地铁出入口浅覆土矩形顶管工程地表隆起研究[J]. 西南交通大学学报, 2023, 58(3): 603-612. doi: 10.3969/j.issn.0258-2724.20210223
ZHONG Xiaochun, HE Chunhao, LI Yongyun, WANG Ziyi, CHEN Jie. Study on Surface Uplift Caused by Construction of Shallow-Buried Soil Rectangular Pipe Jacking at Subway Entrance and Exit[J]. Journal of Southwest Jiaotong University, 2023, 58(3): 603-612. doi: 10.3969/j.issn.0258-2724.20210223
Citation: ZHONG Xiaochun, HE Chunhao, LI Yongyun, WANG Ziyi, CHEN Jie. Study on Surface Uplift Caused by Construction of Shallow-Buried Soil Rectangular Pipe Jacking at Subway Entrance and Exit[J]. Journal of Southwest Jiaotong University, 2023, 58(3): 603-612. doi: 10.3969/j.issn.0258-2724.20210223

地铁出入口浅覆土矩形顶管工程地表隆起研究

doi: 10.3969/j.issn.0258-2724.20210223
基金项目: 国家自然科学基金(52178387,51678217)
详细信息
    作者简介:

    钟小春(1976—),男,副教授,研究方向为盾构与顶管隧道施工技术,E-mail:xchzhong@hhu.edu.cn

  • 中图分类号: U231.3

Study on Surface Uplift Caused by Construction of Shallow-Buried Soil Rectangular Pipe Jacking at Subway Entrance and Exit

  • 摘要:

    针对浅覆土矩形顶管施工时存在地表隆起过大的风险,应用MIDAS GTS岩土数值软件动态模拟大口径矩形顶管掘进施工过程,探究其在不同覆土厚度、开挖面顶进压力、摩擦阻力下引起的地表隆起规律,并与现场监测数据进行对比分析. 结果表明:顶管顶进时地表监测点的隆起规律与数值计算结果基本吻合;顶管开挖面顶进压力、管节与地层的摩阻力引起的地表隆起在开挖面附近叠加达到峰值;地表的隆起峰值随覆土厚度的减小而线性增加,当开挖面顶进压力为100 kPa、管节摩阻力为35 kPa时,顶管覆土厚度每减小0.1H H为矩形顶管高度),地表隆起峰值增大约6.00 mm;浅覆土顶管地表隆起随顶进压力和管节摩阻力的增长规律可分为缓慢增长阶段和非线性快速增长阶段;为降低浅覆土顶管工程上覆土被顶破的风险,需要合理控制开挖面顶进压力及其波动、在管节外周形成厚度均匀的减摩泥浆套,确保地层稳定和顶管工程的安全.

     

  • 图 1  浅覆土矩形顶管施工段示意

    Figure 1.  Construction section of shallow-buried soil rectangular pipe jacking

    图 2  监测点布置平面图(单位:m)

    Figure 2.  Layout plan of monitoring points (unit: m)

    图 3  顶管工程地质纵断面

    Figure 3.  Geological profile of pipe jacking project

    图 4  浅覆土矩形顶管顶进施工三维数值模型(单位:m)

    Figure 4.  Three-dimensional numerical model of shallow-buried soil rectangular pipe jacking construction(unit: m)

    图 5  基本工况下顶管顶进39 m时变形情况

    Figure 5.  Formation deformation during pipe jacking 39 m under basic working conditions

    图 6  顶管顶进39 m时的地表变形曲线

    Figure 6.  Surface deformation curve of excavation face when pipe jacking 39 m

    图 7  地表隆起峰值与顶进距离的关系

    Figure 7.  Relation curve between peak value of surface uplift and jacking distance

    图 8  不同覆土厚度下沿顶进方向的地表变形曲线

    Figure 8.  Surface deformation curves along jacking direction under different overburden thickness

    图 9  地表隆起峰值与顶管覆土厚度的关系曲线

    Figure 9.  Relation curves between peak value of surface uplift and thickness of overburden

    图 10  不同顶进压力下沿顶进方向的地表变形曲线

    Figure 10.  Surface deformation curves along jacking direction under different jacking pressure

    图 11  地表隆起峰值与顶进压力关系曲线

    Figure 11.  Relation curve between peak value of surface uplift and jacking pressure

    图 12  不同摩阻力下沿顶进方向的地表变形曲线

    Figure 12.  Surface deformation curves along jacking direction under different friction resistance

    图 13  地表隆起峰值与摩阻力的关系曲线

    Figure 13.  Relation curve between peak value of surface uplift and friction resistance

    图 14  顶进压力、摩阻力共同作用引起的地表变形曲线

    Figure 14.  Surface deformation curve caused by the superposition of jacking pressure and friction resistance

    图 15  地表监测及数值计算的地表变形随顶进过程的变化曲线

    Figure 15.  Curves of surface deformation of surface monitoring and numerical calculation with jacking process

    图 16  不同顶进距离时开挖断面处监测点实测与计算值对比

    Figure 16.  Comparison of measured and calculated values of monitoring points at excavation face with different jacking distances

    表  1  土层物理力学参数

    Table  1.   Soil physical and mechanical parameters

    土 层土层厚度
    /m
    重度
    /(kN·m−3
    压缩模量
    /MPa
    泊松比侧压力
    系数
    内摩擦角
    /(°)
    黏聚力
    /kPa
    ① 杂填土0.9218.525000.300.4912.05.0
    ② 粉黏夹黏粉3.3020.272900.330.5913.459.3
    ③ 黏质粉土6.8019.0103300.310.6129.48.6
    ④ 黏土17.0020.274000.320.6711.151.5
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出版历程
  • 收稿日期:  2021-04-13
  • 修回日期:  2021-08-26
  • 网络出版日期:  2023-01-03
  • 刊出日期:  2022-04-05

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