邻近既有区间隧道的超大地铁车站深基坑设计与监测分析

叶维; 汤斌; 成怡冲; 安然; 吴才德; 龚迪快

doi:10.20265/j.cnki.issn.1007-2993.2024-0437

邻近既有区间隧道的超大地铁车站深基坑设计与监测分析

doi: 10.20265/j.cnki.issn.1007-2993.2024-0437

浙江华展研究设计院股份有限公司，浙江宁波　315012

详细信息

作者简介:
叶　维，男，1984年生，大学本科，高级工程师，主要从事岩土工程相关的设计与研究工作。E-mail： 276885169@qq.com

中图分类号: TU473
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- 文章访问数: 21
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- PDF下载量: 10
- 被引次数: 0
出版历程
- 收稿日期: 2024-09-24
- 修回日期: 2025-01-14
- 录用日期: 2025-03-06
- 刊出日期: 2026-02-06

Design and monitoring analysis of deep foundation pit of super-large subway station adjacent existing section tunnel

Zhejiang Huazhang Research and Design Institute Co., Ltd., Ningbo 315012, Zhejiang, China

摘要

摘要: 宁波轨道交通7号线小洋江站为多线换乘地下三层车站，基坑长度270.8 m，四线段基坑宽度51.4～55.7 m，两线段基坑宽度19.6～27.3 m，基坑深度27～31 m。车站建设场地存在深厚软土，基坑北侧距已运营的区间隧道约30.8 m，基坑变形控制要求较高。为控制基坑与邻近区间隧道变形，基坑围护设计采用地连墙+内支撑体系，同时采用硬分坑分时分段施工、软分坑分层开挖、地连墙构造段加长切断承压水层及设置施工便道与栈桥等一系列措施。监测结果表明，基坑大阳角采用软分坑与分层开挖的方式，对其变形控制非常有效；地表沉降对于坑外荷载较为敏感，坑外存在长期荷载区域地表沉降远大于其余区域；基坑开挖对邻近区间隧道存在影响，开挖深度小于隧道埋深时，对区间隧道影响较大，而开挖深度超过隧道埋深时，对区间隧道影响相对较小，最终区间隧道沉降为5.9 mm，控制在允许范围内。
- 软土地区 /
- 超宽深地铁车站 /
- 基坑变形 /
- 区间隧道
Abstract: Xiaoyangjiang Station of Ningbo Rail Transit Line 7 is a multi-line transfer station with a three-storey underground. The length of the foundation pit is 270.8 m, the width of the foundation pit of the four line sections is 51.4~55.7 m, the width of the foundation pit of the two line sections is 19.6~27.3 m, and the depth of the foundation pit is 27~31 m. The station construction site is located in an area with deep soft soil and is 30.8 m away from the adjacent section tunnel, which has high requirements for foundation pit deformation control. To control the deformation of the foundation pit and the adjacent tunnel, the foundation pit support design adopts the diaphragm wall + internal support system, and adopts a series of measures such as hard pit time-sharing and section construction, soft pit layered excavation, lengthening the diaphragm wall structural section to cut off the confined water layer, and setting up construction access roads and trestles. The monitoring results show that the deformation control of the large external corner of the foundation pit is very effective by using soft pit division and layered excavation; The surface settlement is sensitive to the load outside the pit, and the surface settlement in the area with long-term load outside the pit is much larger than that in the other areas; The excavation of foundation pit has an impact on the adjacent section tunnel. When the excavation depth is less than the tunnel buried depth, the impact on the section tunnel is greater, while when the excavation depth exceeds the tunnel buried depth, the impact on the section tunnel is relatively small. The final settlement of the section tunnel is 5.9 mm, which is controlled within the allowable range.
- soft soil area /
- ultra-wide and deep subway station /
- deformation of foundation pit /
- section tunnel

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图 1 基坑支护平面布置图

Figure 1. Foundation pit support layout plan

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图 2 基坑支护剖面图

Figure 2. Foundation pit support section

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图 3 南基坑四线段基坑支护横剖图

Figure 3. Fourth section support cross-section of south foundation pit

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图 4 北基坑支护横剖图

Figure 4. North foundation pit support cross-section

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图 5 小洋江站挖土分层方案图

Figure 5. Layered excavation plan of Xiaoyangjiang station

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图 6 主要监测点布置图

Figure 6. Layout plan of main monitoring points

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图 7 地连墙水平位移最大值及对应深度图

Figure 7. Maximum horizontal displacement and corresponding depth of diaphragm wall

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图 8 地连墙水平位移随工况变化图

Figure 8. Diaphragm wall horizontal displacement with operating conditions

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图 9 周边沉降随时间变化图

Figure 9. Variation diagram of surrounding settlement with time

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图 10 南基坑开挖期间区间隧道沉降随时间变化图

Figure 10. Variation diagram of interval tunnel settlement with time during excavation of south foundation pit

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图 11 北基坑开挖期间区间隧道沉降随时间变化图

Figure 11. Variation diagram of interval tunnel settlement with time during excavation of south foundation pit

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表 1 土层物理力学性质参数

Table 1. Soil layer physical and mechanical parameters

土层编号	土层名称	含水率 w/%	重度 γ /(kN·m⁻³)	黏聚力 c/kPa	内摩擦角 φ/(°)
1-1a	杂填土		20.0	5	15
1-1b	素填土	36.9	18.4	10	9
1-2	黏土	35.3	18.7	26.0	13.2
1-3b	淤泥质黏土	48.0	17.4	13.3	8.3
2-1	黏土	42.1	17.8	16.0	9.7
2-2b	淤泥质黏土	51.2	17.1	13.4	8.3
2-2c	淤泥质粉质黏土	43.3	17.7	13.3	8.6
3-2	粉质黏土	34.1	18.6	15.1	9.1
4-1b	淤泥质粉质黏土	39.4	18.0	16.8	10.4
4-2a	黏土	39.5	18.0	19.5	11.5
6-3a	粉质黏土	28.8	19.2	27.5	14.3
6-4a	粉砂	22.2	20.2	3	30
6-4b	砾砂		20.5	2	35
7-1	粉质黏土	26.3	19.7	33.5	16.4
7-1t	中砂	26.6	19.7	2	33
8-3a	中砂	24.1	20.0	2	34
8-3b	砾砂	20.0	20.8	2	35
9-1a	粉质黏土	25.5	19.8	36.1	16.6

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表 2 主要监测项目表

Table 2. Table of main monitoring items

监测项目	监测代码	控制值/mm
地连墙水平位移	CX	42.0（北基坑）
地连墙水平位移	CX	82.98（南基坑）
周边地表沉降	D	30.0（北基坑）
周边地表沉降	D	55.32（南基坑）
既有区间隧道沉降	S(环)	10

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