Mechanical response of tunnel structure to hole-breaking process of cross passage pipe jacking construction
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摘要: 为探究顶管始发破洞过程对主隧道结构力学响应的影响机制，以郑州地铁12号线联络通道施工项目为背景，建立了联络通道顶管法施工三维仿真模型，通过与现场监测数据对比验证了所建模型的准确性；研究了顶管始发破洞施工对主隧道管片变形、内力及螺栓受力的影响，系统分析了主隧道结构在破洞施工过程中的力学响应演变规律。研究结果表明：破洞施工对管片环向扰动影响显著大于纵向，其扰动范围约为洞口两侧2倍主隧道直径；半切削环90°位置受破洞施工影响最为显著，并在其外弧面形成了明显的拉应力带，最大拉应力达到9 MPa，但该处的钢混复合管片结构能保障其安全；内支撑体系可为主隧道分担外部水土压力，有效减小管片内力及变形；随着管片切削厚度增加，衬砌环横椭圆变形逐渐增大，螺栓应力也随之增加，环向螺栓应力显著高于纵向螺栓，并接近于屈服强度；洞口上下端的内力骤减，产生了明显的悬臂效应，其损失的荷载通过纵向螺栓向受损较小的邻近环转移，导致半切削环90°位置的内力明显增加，且内力重分布主要发生在切削3/4管片厚度阶段。研究结果为揭示联络通道顶管法施工对主隧道结构力学响应的影响机理提供了重要依据，并为今后同类工程的设计与施工提供了理论参考。Abstract: To investigate the influence mechanism of the hole-breaking process at the launching stage of pipe jacking on the mechanical response of the main tunnel structure, a three-dimensional simulation model for pipe jacking construction of the cross passage was established based on the construction project of the cross passage in Zhengzhou Metro Line 12. The accuracy of the established model was verified by comparison with field monitoring data. The effects of the hole-breaking construction during the launching stage of pipe jacking on the deformation of the main tunnel segments, internal forces, and bolt stress were studied. The evolution of the mechanical response of the main tunnel structure during the hole-breaking construction process was systematically analyzed. Research results show that the hole-breaking construction causes significantly greater disturbance in the circumferential direction of the segments than in the longitudinal direction, and the disturbance range extends approximately twice the diameter of the main tunnel on both sides of the opening. The 90° position of the semi-cutting ring is most affected by the hole-breaking construction. A distinct tensile stress zone is formed on its outer arc surface, with a maximum tensile stress of 9 MPa. The steel-concrete composite segment at this location ensures structural safety. The internal support system reduces the external soil and water pressure on the main tunnel, effectively lowering internal forces and deformation of the segments. As the segment cutting thickness increases, the transverse elliptical deformation of the lining ring gradually increases, and the bolt stress increases. Circumferential bolt stress is significantly higher than longitudinal bolt stress and approaches the yield strength. Internal forces at the upper and lower ends of the opening dramatically decrease, creating a pronounced cantilever effect. The lost load is transferred to less damaged adjacent ring through longitudinal bolts, leading to a significant increase in internal forces at the 90° position of the semi-cutting ring. This redistribution of internal force mainly occurs during the stage of cutting 3/4 of the segment thickness. The results provide important evidence for revealing the influence mechanism of the hole-breaking process in cross passage pipe jacking construction on the mechanical response of the main tunnel structure. The results also offer theoretical reference for the design and construction of similar projects in the future.
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Key words:
- tunnel engineering /
- mechanical response /
- simulation model /
- main tunnel /
- cross passage /
- hole-breaking process
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图 1 联络通道施工地层分布
Figure 1. Geological distribution of construction area for cross passage
图 3 始发端主隧道破洞施工现场
Figure 3. Site of hole-breaking construction at launching end of main tunnel
图 4 主隧道内表面应变监测点位置
Figure 4. Location of strain monitoring points on inner surface of main tunnel
图 6 左、右半切削环不同角度位置处应变增量对比(H=350 mm)
Figure 6. Comparison of strain increments at different angles of left and right semi-cutting rings (H=350 mm)
图 7 切削环与半切削环的环向应变增量变化
Figure 7. Circumferential strain increment variations of cutting ring and semi-cutting ring
图 8 切削环与半切削环的纵向应变增量变化
Figure 8. Longitudinal strain increment variations of cutting ring and semi-cutting ring
图 9 联络通道顶管法施工数值模型
Figure 9. Numerical model of pipe jacking construction for cross passage
图 11 衬砌环各角度环向应变增量计算值与实测值对比
Figure 11. Comparison of calculated and measured values of circumferential strain increment at different angles of lining rings
图 12 主隧道环向应变增量分布
Figure 12. Circumferential strain increment distribution of main tunnel
图 13 主隧道-3~3环管片最大主应力变化
Figure 13. Maximum principal stress variation of segments from ring -3 to ring 3 of main tunnel
图 14 切削环、半切削环及相邻环径向位移变形空间分布
Figure 14. Spatial distribution of radial displacement deformation in cutting ring, semi-cutting ring, and adjacent ring
图 15 切削环、半切削环及相邻环的环向螺栓Von Mises应力分布
Figure 15. Von Mises stress distribution of circumferential bolts in cutting ring, semi-cutting ring, and adjacent ring
图 16 切削环、半切削环及相邻环间纵向螺栓Von Mises应力分布
Figure 16. Von Mises stress distribution of longitudinal bolts in cutting ring, semi-cutting ring, and adjacent ring
图 17 切削环、半切削环及相邻环轴力分布
Figure 17. Axial force distribution of cutting ring, semi-cutting ring, and adjacent ring
图 18 切削环、半切削环及相邻环弯矩分布
Figure 18. Bending moment distribution of cutting ring, semi-cutting ring, and adjacent ring
表 1 各土层力学参数
Table 1. Mechanical parameters of each soil layer
土层名称 厚度/m 重度/(kN·m-3) 黏聚力/kPa 内摩擦角/(°) 压缩模量/MPa 泊松比 A①1杂填土 0.8 18.0 11.2 16.5 8.0 0.35 A①2素填土 1.4 18.5 12.8 18.2 8.2 0.36 A②31黏质粉土 2.8 19.1 12.1 22.3 9.0 0.35 A②51细砂 6.0 19.5 1.0 30.0 15.0 0.36 A②52细砂 30.0 19.8 2.0 32.0 20.0 0.36 
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表 2 结构材料物理参数
Table 2. Physical parameters of structural materials
结构名称 弹性模量/GPa 重度/(kN·m-3) 泊松比 C50混凝土管片 34.5 25.0 0.20 钢混复合管片 60.0 35.0 0.22 玻璃纤维筋混凝土管片 31.5 25.0 0.20 内支撑体系、螺栓 206.0 78.5 0.25
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