水下隧道开挖面三维渗流场解析及涌水量预测分析

张雨; 张顶立; 徐曈; 熊磊晋

doi:10.3969/j.issn.0258-2724.20200397

水下隧道开挖面三维渗流场解析及涌水量预测分析

doi: 10.3969/j.issn.0258-2724.20200397

北京交通大学城市地下工程教育部重点实验室, 北京 100044

基金项目: 国家自然科学基金(51738002)；国家重点研发计划(2017YFC0805401)

详细信息

作者简介:
张雨（1991—），男，博士研究生，研究方向为海底隧道防排水工程，E-mail：16115279@bjtu.edu.cn

通讯作者:
张顶立（1963—），男，教授，博士，研究方向为隧道及地下工程，E-mail： zhang-dingli@263.net

中图分类号: TU47
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- 被引次数: 0
出版历程
- 收稿日期: 2020-06-24
- 修回日期: 2020-11-25
- 网络出版日期: 2020-12-25
- 刊出日期: 2020-12-25

Analysis of Three-Dimensional Seepage Field and Prediction of Water Inflow in Excavation Face of Underwater Tunnels

Key Laboratory of Urban Underground Engineering，Ministry of Education，Beijing Jiaotong University , Beijing 100044, China

摘要

摘要:
开挖面前方地层水压力及渗水量值是水下隧道工程重要参数，也是开挖面支护力设计、超前堵水加固参数设计的重要指标. 针对以往二维渗流模型分析水下隧道开挖面前方三维渗流场的局限性问题，首先，建立考虑开挖面前方渗流等势面为空间曲面的水下隧道三维渗流解析模型；其次，推导以开挖面所在平面为分界线的全部未开挖区半地层空间的水头分布函数，得出开挖面渗水量及前方地层孔隙水压力计算公式；最后，分析超前加固厚度、土体与超前加固渗透系数相对值等因素对开挖面前方水压力及渗水量的影响. 分析结果表明：与以往考虑开挖面正前方为二维渗流场的理论模型相较，三维解析模型能更好地反映开挖面前方空间渗流形态，且涌水量与水压力计算结果误差在5%以内；当掌子面前方加固范围为2倍洞室直径，超前加固区与地层相对渗透系数取值50，为安全合理的超前堵水加固参数.
- 水下隧道 /
- 三维渗流场 /
- 解析解 /
- 涌水量
Abstract:
Formation water pressure and seepage volume in front of excavation face are important parameters of underwater tunnel projects, and also key indexes for designing the support force of excavation face and advanced water blocking and reinforcement parameters. Firstly, in view of the limitation in analyzing the 3D seepage field in front of the excavation face of underwater tunnels with the previous 2D seepage model, when building the three-dimensional seepage analytical model of the underwater tunnel, the seepage equipotential surface in front of the excavation face is considered as the space surface. Secondly, with the plane of the excavation surface as the boundary, the distribution function of water head in the half stratum space of all unexcavated areas is deduced to derive the calculation formulas of water seepage at the excavation face and pore water pressure in the front formation. Finally, the influence of factors on the water pressure and seepage in front of excavation face is analyzed, such as advanced reinforcement thickness and the relative value of permeability coefficient between soil and advanced reinforcement. The results show that, compared with the previous theoretical model of 2D seepage field in front of excavation face, the 3D analytical model can better reflect the spatial seepage pattern in front of excavation face, and the error between the calculation results of water inflow and water pressure is less than 5%; when the reinforcement range in front of excavation face is twice the tunnel diameter, and the relative permeability coefficient between the advanced reinforcement area and the stratum is set as 50, which is a safe and reasonable parameter for advanced water blocking and reinforcement.
- underwater tunnel /
- three-dimensional seepage field /
- analytical solution /
- water inflow

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图 1 水下隧道三维模型

Figure 1. Three-dimensional model of underwater tunnel

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图 2 含水层保角映射

Figure 2. Conformal mapping in aquifer region

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图 3 三维渗流场模型

Figure 3. Three-dimensional seepage field model

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图 4 开挖面前方地层渗流模型

Figure 4. Seepage model of stratum in front of excavation face

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图 5 超前注浆示意

Figure 5. Schematic of advanced grouting

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图 6 超前注浆三维渗流模型

Figure 6. 3D seepage model of advanced grouting

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图 7 开挖面前方5 m水压力解析解与数值解对比

Figure 7. Comparison of analytical and numerical solutions of water pressure at 5 m in front of excavation face

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图 8 开挖面前50 m AB线水压力解析与数值解对比

Figure 8. Comparison of analytical and numerical solutions of AB line water pressure within 50 m in front of excavation face

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图 9 前方1倍洞直径点C与注浆区位置

Figure 9. Locations of point C distanced one time of tunnel diameter and grouting area

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图 10 前方1倍洞直径点C处水压力与注浆厚度关系

Figure 10. Relationship between water pressure at point C distanced one time of tunnel diameter and grouting thickness

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图 11 前方2倍洞直径点D与注浆区位置

Figure 11. Locations of point D distanced two times of tunnel diameter and grouting area

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图 12 点D水压力随相对渗透系数变化情况

Figure 12. Change of water pressure at point D with relative permeability coefficient

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图 13 开挖面涌水量随相对渗透系数变化情况

Figure 13. Change of water inflow at excavation face with relative permeability coefficient

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图 14 开挖面涌水量随超前注浆厚度变化情况

Figure 14. Change of water inflow at excavation face with advanced grouting thickness

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表 1 厦门翔安海底隧道注浆参数

Table 1. Grouting parameters of Xiang’an under ocean tunnel in Xiamen

r₁/m r_g/m h/m h_w/m k_r/（m•s⁻¹） k_g/（m•s⁻¹）

7.4 13.4 52.4 20.0 5 × 10⁻⁶ 5 × 10⁻⁸

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