大埋深调水隧洞穿越活动断裂带变形破坏特征及适应性措施

doi:10.11988/ckyyb.20230935

新澳门游戏网站入口院报 ›› 2025, Vol. 42 ›› Issue (1): 152-161.DOI: 10.11988/ckyyb.20230935

大埋深调水隧洞穿越活动断裂带变形破坏特征及适应性措施

张国强¹^,²(), 崔臻³^,⁴(), 颜天佑¹^,², 张茂础¹^,², 李建贺¹^,²

¹ 长江勘测规划设计研究有限责任公司,武汉 430010
² 水利部水网工程与调度重点实验室,武汉 430010
³ 中国科学院武汉岩土力学研究所岩土力学与工程国家重点实验室, 武汉 430071
⁴ 中国科学院大学,北京 100049

收稿日期:2023-08-28 修回日期:2023-11-01 出版日期:2025-01-01 发布日期:2025-01-01
通信作者:
崔臻(1986-),男,重庆石柱人,研究员,博士,主要从事强震区地下工程稳定性评价研究。E-mail: zcui@whrsm.ac.cn
作者简介:
张国强(1981-),男,河南兰考人,高级工程师,博士,主要从事长大输水隧洞支护设计研究。E-mail: zhangguoqiang@cjwsjy.com.cn
基金资助:
国家自然科学基金项目(52079133); 国家自然科学基金项目(52379112); 水利部重大科技项目(SKS-2022103); 云南省重大科技专项计划项目(202102AF080001); 湖北省技术创新计划项目(2024BCB104)

Deformation and Failure Characteristics of Deep-buried Water Diversion Tunnel Crossing Active Fault Zone and Corresponding Adaptive Measures

ZHANG Guo-qiang¹^,²(), CUI Zhen³^,⁴(), YAN Tian-you¹^,², ZHANG Mao-chu¹^,², LI Jian-he¹^,²

¹ Changjiang Survey, Planning,Design and Research Co.,Ltd.,Wuhan 430010,China
² Key Laboratory of Water Grid Project and Regulation of Ministry of Water Resources,Wuhan 430010,China
³ State Key Laboratory of Geomechanics and Geotechnical Engineering, Institute of Rock and Soil Mechanics,Chinese Academy of Sciences,Wuhan 430071, China
⁴ University of Chinese Academy of Sciences,Beijing 100049, China

Received:2023-08-28 Revised:2023-11-01 Published:2025-01-01 Online:2025-01-01

摘要/Abstract

摘要：

引江补汉工程深埋长大隧洞穿越通城河活动断裂,在活动断裂处隧洞的安全性是工程的关键问题之一。在地应力场分析基础上,采用数值模拟方法,分析了在不采用适应性结构时衬砌的响应,并估算了铰接设计参数,最终验算了建议铰接设计参数下衬砌的响应特征。结果表明:①水平大主应力与隧洞轴线夹角为35°,隧洞轴线方向水平应力分量约为20 MPa,垂直隧洞轴线方向水平应力分量约为21 MPa,竖直向应力分量约为18 MPa;②当无抗错断措施时,隧洞的相对变形主要表现为拱顶-底板的相对收敛,相对收敛在断层带部位最大,拱顶、底板部位的最大主应力量值出现在断层带及影响带部位,断裂带部位与影响带部位的衬砌大部分处于损伤状态;③基于提出的隧洞铰接设计参数的估算方法,给出了设防节段长度为6 m,铰节段宽度为2~4 cm作为初步的设计参数,进一步考虑参数敏感性分析后,合建议按照设防节段长度为6 m,铰节段宽度为5 cm考虑。④隧洞按照所建议参数进行铰接结构设防后,铰接结构设计有效降低了断层带内部衬砌整体所受到的拉力,铰接设计条件下,衬砌因错断产生的相对变形、应力、衬砌损伤均有较大程度减少。上述研究结果证实了铰接结构设计有助于提高隧洞抗错断性能。

关键词: 长距离调水工程, 调水隧洞, 活动性断裂, 错动响应, 铰接衬砌

Abstract:

The safety of the tunnel traversing an active fault is a critical issue for the deep-buried long tunnel crossing the Tongcheng River in the Yangtze-to-Hanjiang River Diversion Project. This study addresses this challenge by employing an analysis of the geostress field and numerical simulation methods.Specifically,it examines the lining’s response in scenarios where adaptive structures are not utilized, estimates the design parameters for hinges, and verifies the lining’s behavior under these hinge parameters. Findings reveal that: 1) The angle between the horizontal principal stress and the tunnel axis is approximately 35°. The horizontal stress component along the tunnel axis is about 20 MPa, while the horizontal stress component perpendicular to the axis is around 21 MPa. The vertical stress component is approximately 18 MPa. 2) Without any fault mitigation measures,the tunnel’s relative deformation primarily exhibits convergence between the vault and floor. This convergence is most pronounced within the fault zone. The maximum principal stress values in the vault and floor occur in the fault zone and its affected area, with most of the lining in these regions experiencing damage. 3) Using the proposed method for estimating tunnel hinge design parameters, a reinforcement section length of 6 meters and a hinge section width of 2-4 cm are initially suggested. Following sensitivity analysis of these parameters, it is recommended that the reinforcement section length remains 6 meters, while the hinge section width is set to 5 cm. 4) When the tunnel is reinforced according to the proposed hinge structure parameters, the design effectively reduces the tension experienced by the entire lining in the fault zone. Under hinge design conditions, there is a significant decrease in relative deformation, stress levels, and lining damage. This demonstrates that the hinge structure enhances the tunnel’s resistance to fault-related issues.

Key words: long-distance water diversion project, water diversion tunnel, active fault, rupture response, hinged lining

中图分类号:

TV223.1岩石性质及其测定

张国强, 崔臻, 颜天佑, 张茂础, 李建贺. 大埋深调水隧洞穿越活动断裂带变形破坏特征及适应性措施[J]. 新澳门游戏网站入口院报, 2025, 42(1): 152-161.

ZHANG Guo-qiang, CUI Zhen, YAN Tian-you, ZHANG Mao-chu, LI Jian-he. Deformation and Failure Characteristics of Deep-buried Water Diversion Tunnel Crossing Active Fault Zone and Corresponding Adaptive Measures[J]. Journal of Changjiang River Scientific Research Institute, 2025, 42(1): 152-161.

图/表 20

图1 引水隧洞线路与通城河断裂交汇点卫星影像解译

Fig.1 Satellite image interpretation map of intersection point of diversion tunnel line and Tongcheng River fault

图2 通城河断裂地应力拟合结果

Fig.2 Fitting results of geostress of Tongcheng River fault

表1 通城河断裂带局部洞段地应力特征

Table 1 Geostress characteristics of local borehole section of Tongcheng River fault zone

桩号	埋深/ m	隧洞轴线方位角/ (°)	大主应力方位角/ (°)	大主应力与隧洞轴线夹角/ (°)	主应力/MPa
桩号	埋深/ m	隧洞轴线方位角/ (°)	大主应力方位角/ (°)	大主应力与隧洞轴线夹角/ (°)	大水平主应力	小水平主应力	竖直应力
K96+709— K96+778	1 076.4~ 1 129.2	15	340	35	22.77~ 23.89	17.39~ 18.25	17.93~ 18.81

图3 断裂区域地应力场与隧洞轴线的关系

Fig.3 Relationship between geostress field in fracture area and tunnel axis

图4 S型和直线型断层位移模式曲线

Fig.4 S-type and linear-type fault displacement pattern curves

图5 隧洞穿越通城河断裂三维分析模型

Fig.5 Three-dimensional analysis model of tunnel crossing Tongcheng River fault

表2 隧洞穿越通城河断裂围岩物理力学参数建议值

Table 2 Suggested values of physical and mechanical parameters of surrounding rock of tunnel crossing Tongcheng River fault

地层	围岩等级	密度/ (kg·m^-3)	抗压强度/ MPa	弹性模量/ GPa	泊松比	抗拉强度/ MPa	摩擦角/ (°)	内聚力/ MPa
S₃s	Ⅲ	2.65×10³	80	7.0	0.28	1.0	45	1.0
S₁ln	IV	2.65×10³	25	4.0	0.30	0.7	35	0.7
影响带	IV₂	2.5×10³	10	1.2	0.33	0.5	30	0.5
断裂带	Ⅴ	2.4×10³	8	1.0	0.35	0.3	24	0.3

图6 错断20 cm条件下隧洞衬砌响应

Fig.6 Tunnel lining response under the condition of 20 cm dislocation

图7 不同错断量下隧洞不同位置位移曲线

Fig.7 Displacement curves at different positions of tunnel under different fault values

图8 不同错断量下隧洞不同位置纵向应力曲线

Fig.8 Longitudinal stress curves at different positions of the tunnel under different fault values

图9 不同错断量条件下隧洞衬砌服役状态

Fig.9 Service status of tunnel lining under different fault values

图10 节段间相对转角计算简图

Fig.10 Schematic diagram for calculating relative angle between segments

图11 考虑铰接结构时错断20 cm条件下隧洞衬砌响应

Fig.11 Tunnel lining response under the condition of 20cm dislocation in the presence of hinged structure

图12 不同错断量下带铰接结构隧洞位移曲线

Fig.12 Displacement curves of tunnel in the presence of hinged structure under different fault values

图13 不同错断量下隧洞纵向最大应力曲线

Fig.13 Maximum longitudinal stress curves of tunnel under different fault values

图14 不同错断量条件下隧洞衬砌服役状态

Fig.14 Service status of tunnel lining under different fault values

图15 有无铰接结构条件下隧洞拱顶位移曲线

Fig.15 Displacement curves of tunnel vault with or without hinged structure

图16 有无铰接结构条件下隧洞拱顶-底板相对变形曲线

Fig.16 Relative deformations between tunnel vault and floor with or without hinged structure

图17 有无铰接结构条件下隧洞顶拱纵向应力曲线

Fig.17 Longitudinal stress curves of tunnel vault with or without hinged structure

图18 有无铰接结构条件下不同状态的衬砌体积

Fig.18 Lining volumes of different states with or without hinged structure

大埋深调水隧洞穿越活动断裂带变形破坏特征及适应性措施

Deformation and Failure Characteristics of Deep-buried Water Diversion Tunnel Crossing Active Fault Zone and Corresponding Adaptive Measures

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