邻近既有营运线叠线隧道盾构施工变形实测分析

朱俊; 霍畅; 薛明胜; 杨平; 王加辉

doi:10.20265/j.cnki.issn.1007-2993.2024-0610

邻近既有营运线叠线隧道盾构施工变形实测分析

doi: 10.20265/j.cnki.issn.1007-2993.2024-0610

朱俊^1,,
霍畅^2,,
薛明胜¹,
杨平^2, ,,
王加辉²

1.
中铁五局集团第六工程有限责任公司，重庆　401147
2.
南京林业大学土木工程学院，江苏南京　210037

基金项目: 国家自然科学基金项目（42101127）

详细信息

作者简介:
朱　俊，男，1986年生，学士，高级工程师，主要从事地下工程施工工作。E-mail：414745698@qq.com

通讯作者:
杨　平，男，1964年生，博士，博士生导师，主要从事环境岩土与地下工程等研究。E-mail：yangping@njfu.edu.cn

中图分类号: U456.3
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- 被引次数: 0
出版历程
- 收稿日期: 2024-12-27
- 修回日期: 2025-02-25
- 录用日期: 2025-04-09
- 刊出日期: 2026-02-06

Construction and deformation measurement of shield tunnels adjacent to existing operating lines

1.
China Railway Fifth Bureau Group Sixth Engineering Co., Ltd., Chongqing 401147, China
2.
College of Civil Engineering, Nanjing Forestry University, Nanjing 210037, Jiangsu, China

摘要

摘要: 针对邻近既有营运线叠线隧道盾构施工的变形控制难题，依托南京地铁6号线岗子村—花园路区间工程，采用“先下后上”、注浆隔离加固和下线隧道台车系统支撑的施工技术，通过实测，分析叠线隧道盾构施工引起的地表沉降变化规律与盾构掘进对邻近既有营运线管片产生的影响，得到全过程地表沉降及既有隧道变形规律，结果表明：（1）下线隧道掘进时地表沉降随掘进相对时间先隆起，达到最大值后再沉降，直至趋于稳定，上线隧道掘进地表沉降规律相似；受注浆隔离加固影响，既有隧道地表沉降变化不明显，地表沉降曲线总体符合非对称的Peck曲线。（2）盾构掘进时，注浆压力增大，地表竖向位移日变量相应增加；盾构总推力与刀盘扭矩变化对地表竖向位移无明显影响。（3）上线隧道掘进时，下线隧道变形由“圆形”向“竖椭圆形”发展；下线隧道在台车支撑作用下，道床竖向位移与隧道水平收敛值相比无台车支撑时减少50%。（4）上线掘进完成后，拱顶和道床最终沉降最大分别为2.6 mm和2.5 mm，左右拱腰最大水平位移分别为0.3 mm和0.7 mm，呈向叠线隧道方向移动趋势。
- 邻近既有隧道 /
- 叠线隧道 /
- 盾构掘进 /
- 地表沉降 /
- 隧道变形
Abstract: Aiming at the deformation control challenge in shield tunneling for overlapping tunnels adjacent to existing operational lines, this study takes the project of the Gangzicun–Huayuan Road section of Nanjing Metro Line 6 as the engineering background and adopts the construction technologies including the bottom-up tunneling sequence, grouting isolation and reinforcement, as well as the formwork trolley system support for the lower tunnel. Through field measurements, it examines the patterns of surface subsidence triggered by the construction of overlapped shield tunnels and the effects of shield tunneling on segments of nearby operational lines. The study documents the complete cycle of surface subsidence and the deformation patterns in existing tunnels. The results show that: (1) During the excavation of the downbound tunnel, the surface settlement first rises with the relative time of excavation, reaches the maximum value, and then settles until it tends to stabilize, and the surface settlement law during the excavation of the upbound tunnel is similar. Affected by grouting isolation and reinforcement, the surface settlement of the existing tunnel does not show significant changes, and the overall surface settlement curve conforms to an asymmetric Peck curve. (2) During shield tunneling, the grouting pressure increases, and the daily variation of surface vertical displacement correspondingly increases. The total thrust and cutterhead torque of the shield machine have no significant effect on the vertical displacement of the ground surface. (3) During the excavation of the upbound tunnel, the deformation of the downbound tunnel develops from a "circular" shape to a "vertical elliptical" shape. Under the support of the trolley, the vertical displacement of the track bed in the downbound tunnel is reduced by 50% compared to the horizontal convergence value of the tunnel without trolley support. (4) After the completion of the upbound tunnel excavation, the maximum settlement of the arch crown and track bed was 2.6 mm and 2.5 mm, respectively, and the maximum horizontal displacement of the left and right arch waists was 0.3 mm and 0.7 mm, respectively, showing a trend of moving towards the overlapping tunnel direction.
- adjacent to existing tunnels /
- overlapping tunnel /
- shield tunneling /
- surface subsidence /
- tunnel deformation

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图 1 南京地铁6号线与4号线区间位置关系图

Figure 1. Positional relationship between the sections of Nanjing Metro Line 6 and Line 4

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图 2 岗子村站—花园路站叠线区间地质纵断面图

Figure 2. Geological profile of the overlapping line section between Gangzi Village station and Huayuan Road station

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图 3 地表测点布置示意图

Figure 3. Arrangement of surface measuring points

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图 4 既有4号线右线及叠线隧道监测断面测点布置

Figure 4. Arrangement of monitoring points on the monitoring section of the existing Line 4 right track and the overlapping tunnel

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图 5 注浆加固体空间关系示意图

Figure 5. Spatial location of grouted reinforcement

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图 6 单节台车结构图

Figure 6. The structure of single-section trolley

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图 7 可移动台车支撑体系掘进阶段

Figure 7. Support system of movable trolley during the tunneling phase

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图 8 叠线隧道掘进期间监测断面地表沉降

Figure 8. Surface subsidence at the monitoring section during the tunneling of the double-line tunnel

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图 9 不同横断面地表沉降分布曲线

Figure 9. Distribution curves of ground surface subsidence at different cross sections

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图 10 地表竖向位移与盾构掘进参数关系曲线

Figure 10. Relation curve between ground vertical displacement and shield tunneling parameters

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图 11 下线隧道位移曲线

Figure 11. Displacement curve of the downbound tunnel

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图 12 下线隧道管片变形随上线盾构推进变化

Figure 12. Deformation of the downbound tunnel segment varies with the advancement of the upbound tunnel shield

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图 13 盾构推进对既有右线拱顶、道床沉降影响

Figure 13. Impact of shield tunneling on the settlement of the existing right-line vault and track bed

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图 14 盾构推进对既有右线水平收敛影响

Figure 14. Impact of shield tunneling on horizontal convergence of the existing right track

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图 15 既有右线管片变形随叠线隧道推进变化

Figure 15. Deformation of existing right-line segments varies with the advancement of the overlapped tunnel

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