内外水力交互下浅埋带压盾构隧道水土压力计算模型

谢家冲; 黄昕; 金国龙; 张子新

doi:10.11779/CJGE20230603

内外水力交互下浅埋带压盾构隧道水土压力计算模型 English Version

谢家冲^{1, 3, 5,},
黄昕^{1, 2, 3, ,},
金国龙^{1, 3, 4},
张子新^{1, 3}

1.
同济大学土木工程学院地下建筑与工程系, 上海 200092
2.
新疆大学建筑工程学院, 新疆乌鲁木齐 830047
3.
同济大学岩土及地下工程教育部重点实验室, 上海 200092
4.
中船第九设计研究院工程有限公司, 上海 200063
5.
加泰罗尼亚理工大学土木与环境工程学院, 巴塞罗那 08034

基金项目:

国家自然科学基金项目 52278407

上海市科技创新行动计划项目 21DZ1201103

国家留学基金委项目 202306260053

详细信息

作者简介:
谢家冲(1996—)，男，博士研究生，主要从事隧道衬砌渗漏和结构响应方面的研究工作。E-mail：jcxie@tongji.edu.cn

通讯作者:
黄昕, E-mail: xhuang@tongji.edu.cn

中图分类号: TU432
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出版历程
- 收稿日期: 2023-06-29
- 网络出版日期: 2023-12-19
- 刊出日期: 2024-07-31

Model for calculating water and earth pressures of shallowly buried pressurized shield tunnels under external water infiltration and internal water exosmosis conditions

XIE Jiachong^{1, 3, 5,},
HUANG Xin^{1, 2, 3, ,},
JIN Guolong^{1, 3, 4},
ZHANG Zixin^{1, 3}

1.
Department of Geotechnical Engineering, Tongji University, Shanghai 200092, China
2.
College of Civil Engineering and Architecture, Xinjiang University, Urumchi 830047, China
3.
Key Laboratory of Geotechnical and Underground Engineering of Ministry of Education, Tongji University, Shanghai 200092, China
4.
China Shipbuilding NDRI Engineering Co., Ltd., Shanghai 200063, China
5.
Department of Civil and Environmental Engineering, Universitat Politècnica de Catalunya (UPC), Barcelona 08034, Spain

摘要

摘要: 针对浅埋有压盾构隧道内外水力交互渗流下引起的松动水土压力变化，基于修正镜像法获得了考虑内水压的地层渗流场分布与水力梯度。随后基于考虑松动区内部应力分布的修正Terzaghi公式给出了考虑隧道内水压下的松动区任意位置的水土压力解，并与数值模拟结果进行了对比验证。主要结论如下：采用圆弧拱和抛物线拱的主应力轨迹线能够有效描述隧顶松动区应力分布情况；当地层渗透系数与衬砌渗透系数比值小于1000时，内压水头大小对水土压力的影响显著；内压水头的增加将减小松动区有效应力，引起上覆土体卸载，同时引起隧顶松动区总应力增大，表明该范围内孔隙水压的增长对水土压力的变化占据主导作用；5参数正交分析结果的线性回归分析结果表明隧道埋深和半径对土压力有显著的正向影响，土体摩擦角和黏聚力均表现为负向影响。在相对低渗透地层条件下，内压水头对隧顶有效应力和总应力分别表现为显著的负向和正向影响。
- 带压盾构隧道 /
- 衬砌渗漏 /
- 内水外渗 /
- 松动土压力 /
- 土拱 /
- 镜像法
Abstract: Focusing on the variation of relaxed water and earth pressures of shallowly shield tunnels under external water infiltration and internal water exosmosis conditions, the seepage field and hydraulic gradient considering internal water pressure are firstly, derived based on the modified image method. Then, the solutions for the water and earth pressures in arbitrary locations within the relaxed zone are obtained based on the modified Terzaghi's formula considering the horizontal distribution of stress. The effectiveness of the computational model is verified by comparing with the numerical results. It is shown that the principal stress path in either an arc or a parabola form can effectively capture the stress distribution within the relaxed zone over the tunnel crown. When the ratio of permeability of strata to that of linings is below 1000, the internal water pressure head has significant effects on the water and earth pressures. The increase of internal water pressure head will cause the reduction on the effective stress in the relaxed zone, which induces the unloading of soils. Moreover, it will also result in the increase of the total pressures at the tunnel crown of the relaxed zone, implying that the growth in pore pressure dominates the variation of the water and earth pressures. The linear regression of five-parameter orthogonal analysis suggests that the buried depth and tunnel radius have significant positive impacts on the earth pressures, while the influences of friction angle and cohesion are negative. Under the scenarios of relatively low-permeable strata, the influences of internal water head on the total and effective earth pressures at the tunnel crown are significantly negative and positive, respectively.
- pressurized shield tunnel /
- lining leakage /
- internal water exosmosis /
- relaxed earth pressure /
- soil arching /
- image method

HTML全文

图 1 带压隧道渗流场计算示意图

Figure 1. Schematic diagram of seepage field calculation for pressurized tunnel

下载: 全尺寸图片幻灯片

图 2 衬砌隧洞内外水交互渗漏示意图

Figure 2. Schematic diagram of two-way water infiltration of tunnel linings

下载: 全尺寸图片幻灯片

图 3 考虑土条内部应力分布的松动土压力分析模型^[20]

Figure 3. Analytical model for relaxed earth pressure considering internal distribution of soil strips

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图 4 数值模型示意图

Figure 4. Diagram of numerical model

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${H_{\text{i}}}$ 为0和30 m下地下水水头的结果对比

Comparisons of ground water head distribution when ${H_{\text{i}}}$ = 0 and 30 m, respectively

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图 6 不同松动区宽度假设下松动区水土压力比较

Figure 6. Comparisons of relaxed water and earth pressures under different widths of relaxed zone

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图 7 松动区有效应力方向与偏应变云图

Figure 7. Direction of principal stress and contours of deviatoric strain in relaxed zone

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图 8 内压水头作用下土压力变化

Figure 8. Variations of earth pressures affected by internal water pressure head

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地层渗透系数对拱顶土压力的影响（ ${H_{\text{i}}}$ = 0）

Influences of seepage coefficient on earth pressures at tunnel crown ( ${H_{\text{i}}}$ = 0)

下载: 全尺寸图片幻灯片

图 10 地层渗透系数和内压水头对隧顶土压力的影响

Figure 10. Influences of seepage coefficient and internal water pressure head on earth pressures at tunnel crown

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图 11 内压水头对隧顶土压力的影响

Figure 11. Influences of internal water pressure head on earth pressures at tunnel crown

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图 12 埋深对隧顶水土压力的影响

Figure 12. Influences of burial depth on water and earth pressures at tunnel crown

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图 13 正交分析结果

Figure 13. Results of orthogonal analysis

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表 1 5因素5水平正交分析表

Table 1 Orthogonal analysis with 5 parameters and 5 levels

因素	参数	水平
因素	参数	1	2	3	4	5
1	隧道半径R/m	2	3	4	5	6
2	隧道埋深/m	10	12	14	16	18
3	内摩擦角 $\varphi$ /(°)	20	25	30	35	40
4	黏聚力 $c$ /kPa	0	5	10	15	20
5	隧洞内压水头 ${H_{\text{i}}}$ /m	0	10	20	30	40

下载: 导出CSV

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