Study on Surface Uplift Caused by Construction of Shallow-Buried Soil Rectangular Pipe Jacking at Subway Entrance and Exit
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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0.1
H （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.Abstract:In view of the risk of excessive surface uplift in rectangular pipe jacking construction under the condition of shallow-buried soil, the finite element software MIDAS GTS was applied to simulate the dynamic process of large-diameter rectangular pipe jacking, and to explore the law of surface uplift caused by different thickness of soil covering, different jacking pressure of excavation face and different friction between pipe joint and soil, and to compare and analyze with the field monitoring data. The results show that the uplifting rule of surface monitoring points during pipe jacking is basically consistent with the numerical calculation results. The surface uplift caused by the jacking pressure on the excavation surface of the pipe jacking and the frictional resistance between the pipe joints and the formation is superimposed to reach a peak value near the excavation surface. As the thickness of the overburden decreases, the peak value of the surface uplift increases linearly. When the jacking pressure of excavation face is 100 kPa and the friction resistance of the pipe joint is 35 kPa, the peak value of surface uplift increases about 6.00 mm when the soil jacking thickness decreases for 0.1
H (H is the height of rectangular pipe jacking). The growth law of surface uplift in shallow-buried soil jacking pipe with the increase of jacking pressure and joint friction can be divided into two stages: slow growth stage and nonlinear rapid growth stage. In order to reduce the risk of overburden soil being broken in shallow-buried soil pipe jacking project, it is necessary to take reasonable measures to control the jacking pressure and its fluctuation on the excavation surface, and to form an antifriction slurry sleeve with uniform thickness around the pipe joint, so as to ensure the stability of stratum and the safety of pipe jacking project.-
Key words:
- shallow-buried soil /
- numerical simulation /
- rectangular pipe jacking /
- surface uplift
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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 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
/kPa① 杂填土 0.92 18.5 2500 0.30 0.49 12.0 5.0 ② 粉黏夹黏粉 3.30 20.2 7290 0.33 0.59 13.4 59.3 ③ 黏质粉土 6.80 19.0 10330 0.31 0.61 29.4 8.6 ④ 黏土 17.00 20.2 7400 0.32 0.67 11.1 51.5 
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