非对称渗流边界小净距隧道渗流场特征及结构安全分析

喻炳鑫; 陈子全; 何川; 李铮; 蔡鹏麟; 张航

doi:10.3969/j.issn.0258-2724.20230408

非对称渗流边界小净距隧道渗流场特征及结构安全分析

doi: 10.3969/j.issn.0258-2724.20230408

喻炳鑫^1,,
陈子全^1, ,,
何川¹,
李铮^{1, 2},
蔡鹏麟¹,
张航²

1.
西南交通大学交通隧道工程教育部重点实验室，四川成都 610031
2.
重庆市城市建设投资（集团）有限公司，重庆 400023

基金项目: 国家自然科学基金项目（52378415）；重庆市技术创新与应用发展专项（2024TIAD-KPX0090）；重庆英才计划（CSTC2021YCJH-BGZXM0246）

详细信息

作者简介:
喻炳鑫（1996—），男，博士研究生，研究方向为隧道与地下工程，E-mail：ybx2021@my.swjtu.edu.cn

通讯作者:
陈子全（1989—），男，副教授，研究方向为隧道与地下工程，E-mail：chenziquan@swjtu.edu.cn

中图分类号: TU45
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- HTML全文浏览量: 26
- PDF下载量: 3
- 被引次数: 0
出版历程
- 收稿日期: 2023-08-17
- 修回日期: 2023-11-12
- 网络出版日期: 2024-10-17

Characteristics of Seepage Field and Structural Safety Analysis of Small Interval Tunnels with Asymmetric Seepage Boundaries

YU Bingxin^1
,,
CHEN Ziquan^{1
, ,},
HE Chuan¹,
LI Zheng^{1, 2},
CAI Penglin¹,
ZHANG Hang²

1.
Key Laboratory of Transportation Tunnel Engineering of Ministry of Education, Southwest Jiaotong University, Chengdu 610031, China
2.
Chongqing City Construction Investment (Group) Co., Ltd., Chongqing 400023, China

摘要

摘要:
为探究非对称渗流边界条件下小净距隧道渗流-应力场特征及衬砌结构的安全性，以深圳莲塘隧道为工程背景，开展小净距隧道渗流模型实验，并结合模型试验与相似模拟的方法，分析单侧水源条件下小净距隧道围岩渗流水压力分布规律，并揭示不同补水距离条件下渗流场的演化规律和衬砌的安全性. 结果表明：在单侧水源条件下，小净距隧道围岩渗流场呈现出显著的非对称分布，从补水边界到另一侧水位面呈非线性降低，在隧道附近的围岩中水压力在水平方向呈非对称的“W”形分布；围岩渗流场的非对称分布导致了左右洞水压力、排水量和安全系数的非对称；与远离水源的隧道相比，靠近水源的隧道平均水压力和排水量分别增大10.4%和5.5%，安全系数减小3.0%，并且水压力的非对称性更显著；从施工期到运营期，围岩和衬砌水压力分布的非对称性有小幅度增大；随着补水距离的增大，衬砌水压力线性减小，安全系数增大，水压力非对称系数增大；研究结果可为富水地区非对称渗流边界隧道的施工和运营提供一定的参考.
- 小净距隧道 /
- 非对称渗流边界 /
- 水源距离 /
- 渗流 /
- 结构安全
Abstract:
To study the characteristics of the seepage-stress field and the safety of the lining structure of small interval tunnels under asymmetric seepage boundary conditions, based on the Liantang Tunnel in Shenzhen, China, a seepage model experiment for the small interval tunnels was developed. In addition, through model experiment and analog simulation, the distribution law of seepage water pressure in the surrounding rock of the small interval tunnels under unilateral water source conditions was analyzed, and the evolution law of the seepage field and the safety of the lining at different distances from the water sources were revealed. The results indicate that the surrounding rock seepage field of the small interval tunnels exhibits a significant asymmetric distribution under unilateral water source conditions. The water level decreases nonlinearly from the water replenishment boundary to the other side. Besides, the water pressure in the surrounding rock near the tunnels is distributed in an asymmetric “W” shape. The asymmetric distribution of the surrounding rock seepage field leads to the asymmetry of water pressure, water inflow, and safety coefficient in the left and right tunnels. Compared with the tunnel farther from the water source, the average water pressure and water inflow of the tunnel closer to the water source increases by 10.4% and 5.5%, respectively, and the safety coefficient decreases by 3.0%. Moreover, the water pressure asymmetry of the tunnel closer to the water source is more significant. The asymmetry of water pressure distribution in the surrounding rock and lining slightly increases from the construction period to the operation period. As the distance from the water sources increases, the water pressure of the lining linearly decreases, and the safety coefficient and the asymmetry coefficient of the water pressure increase. The research results can provide a reference for the construction and operation of tunnels with asymmetric seepage boundaries in water-rich areas.
- small interval tunnels /
- asymmetric seepage boundary /
- distance from water source /
- seepage /
- structural safety

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图 1 莲塘隧道隧址区地形地貌

Figure 1. Landform of Liantang Tunnel site

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图 2 渗流模型实验装置

Figure 2. Seepage model experiment device

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图 3 隧道支护结构的设计

Figure 3. Design of tunnel support structure

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图 4 水压力监测点位布置（单位：cm）

Figure 4. Layout of water pressure monitoring points （Unit: cm）

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图 5 注浆圈与衬砌外水压力变化过程

Figure 5. Variation of water pressure outside grouting circle and lining

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图 6 试验中左、右隧道的η₂

Figure 6. η₂ of the left and right tunnels in experiments

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图 7 围岩中测线位置水压力分布

Figure 7. Water pressure distribution at measuring line position of surrounding rock

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图 8 有限元模型（单位：m）

Figure 8. Finite element model (unit: m)

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图 9 围岩渗流场分布云图

Figure 9. Distribution of surrounding rock seepage field

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图 10 围岩渗流场水平方向分布特征

Figure 10. Horizontal distribution characteristics of surrounding rock seepage field

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图 11 衬砌的水压力分布特征

Figure 11. Water pressure distribution characteristics of lining

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图 12 数值模型中隧道水压力非对称系数

Figure 12. Asymmetric coefficient of tunnel water pressure in numerical models

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图 13 二次衬砌安全系数

Figure 13. Safety coefficient of secondary lining

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图 14 隧道水压力分布随水源距离的演变规律

Figure 14. Evolution law of tunnel water pressure distribution with distance from water source

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图 15 不同水源距离运营期隧道二衬水压力

Figure 15. Water pressure of secondary lining during tunnel operation at different distances from water source

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图 16 隧道排水量

Figure 16. Tunnel water inflow

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图 17 不同水源距离二次衬砌安全系数

Figure 17. Safety coefficient of secondary lining at different distances from water source

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表 1 围岩与注浆材料参数

Table 1. Material parameters of surrounding rock and grouting

材料	E/MPa	γ/（kN·m⁻³）	φ/（°）	c/MPa	K/（m·d⁻¹）
围岩	3 000.0	23.7	34.6	0.130	0.20
模型围岩相似材料	29.0	23.9	34.0	0.001	0.20
注浆圈	7 800.0	24.4			0.02
模型注浆圈相似材料	76.6	24.2			0.02
初期支护	22 000.0	24.0			0.04

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表 2 模型材料参数

Table 2. Model material parameters

材料	密度/（kg·m⁻³）	E/GPa	泊松比	c/MPa	φ/（°）	K/（m·s⁻¹）
围岩	2300	3.0	0.34	0.13	33.00	2×10⁻⁶
注浆圈	2420	7.8	0.32	0.45	36.00	2×10⁻⁷
初期支护	2400	24	0.23			4×10⁻⁷
二次衬砌	2500	32.5	0.20
排水盲管	2400	24.0	0.20			0.05

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