基于多源监测反馈的地下水封洞库围岩稳定性研究

宋琨; 刘俊岐; 阮迪; 陈健翔

doi:10.19509/j.cnki.dzkq.tb20240554

基于多源监测反馈的地下水封洞库围岩稳定性研究

doi: 10.19509/j.cnki.dzkq.tb20240554

三峡大学防灾减灾湖北省重点实验室，湖北宜昌 443002

基金项目: 国家自然科学基金项目（42077239）

详细信息

通讯作者:
E-mail：songkun_ctgu@163.com

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出版历程
- 收稿日期: 2024-09-24
- 录用日期: 2025-02-14
- 修回日期: 2025-01-09
- 网络出版日期: 2025-07-03

Study on the surrounding rock stability of underground water-sealed caverns based on feedback of multi-source monitoring

Hubei Key Laboratory of Disaster Prevention and Mitigation, China Three Gorges University, Yichang Hubei 443002, China

More Information

Corresponding author: E-mail：songkun_ctgu@163.com

摘要

摘要:
地下水封洞库在复杂地质条件下，围岩力学性能因施工扰动而弱化，伴随应力重分布与变形累积现象，导致局部失稳的风险增加。蠕变效应进一步加剧围岩变形及塑性破坏，对洞库的长期稳定性构成威胁。因此，围岩稳定性研究应充分利用监测数据，以评估围岩状态并指导施工与运营。在综合分析围岩位移、锚杆应力、钻孔波速等多源监测信息的基础上，通过正交设计的数值试验反演了岩体力学参数，并分析了施工期洞室分层开挖下孔隙水压力、围岩变形规律、应力变化及塑性区分布特征。最后，利用地下洞室群蠕变模型评估了地下水封洞库在长期水封条件下的稳定性特征。结果表明：围岩变形在开挖经过监测断面时急剧上升，最大增量约3 mm，随后趋于收敛，J₁节理密集带影响区表现出更高的位移量。锚杆系统整体受力较低，锚杆应力与围岩变形变化同步，围岩松动圈深度约1.0 m。施工期开挖区域孔隙水压力接近0 MPa，洞室渗流量与围岩变形沿J₁密集分布，中、下层开挖导致J₁与起拱线交汇处的位移分别增长90.4%和28.7%；边墙塑性区逐层加深，最大深度达9.2 m。围岩长期变形特征表现为边墙收敛>底板隆起>拱顶沉降，J₁与起拱线交汇处第1年累计变形占30年总量的92%，最大达27.1 mm；蠕变作用下应力逐步释放，应力分布趋于均匀；J₁附近塑性区显著扩展，而完整花岗岩区域塑性范围较小，长期稳定性较高，表明地质构造影响区是主要失稳风险区。该研究对地下水封洞库的施工期与运营期稳定性评价具有工程意义和参考价值。
- 地下水封洞库 /
- 多源监测 /
- 反馈分析 /
- 数值模拟 /
- 围岩稳定性
Abstract: Objective
Under complex geological conditions, the mechanical properties of the surrounding rock in underground water-sealed storage caverns are weakened due to construction disturbances, accompanied by stress redistribution and deformation accumulation, leading to the higher risk of localized instability. The creep effect further exacerbates the deformation and plastic failure of the surrounding rock, posing a threat to the long-term stability of the cavern. Therefore, the study of surrounding rock stability should fully utilize monitoring data to assess the state of the surrounding rock and guide construction and operation.
Methods
Based on the comprehensive analysis of multi-source monitoring data, such as surrounding rock displacement, anchor stress, and borehole wave velocity, numerical experiments using orthogonal design were employed to invert the mechanical parameters of the rock mass. Additionally, pore water pressure, surrounding rock deformation laws, stress variation, and plastic zone distribution characteristics under layered excavation of the cavern during construction were analyzed. Finally, the stability characteristics of the underground water-sealed storage cavern under long-term water-sealing conditions were evaluated using a creep model of the underground cavern group.
Results
The results show that the deformation of the surrounding rock sharply increases when passing through the monitored section during excavation, with a maximum increment of approximately 3 mm, and then tends to converge. The area affected by the J₁ jointed zone exhibits higher displacement. The overall stress of the anchor rod system is relatively low, and the stress of the anchor rod is synchronized with the deformation of the surrounding rock. The depth of the loosening zone of the surrounding rock is approximately 1.0 m. During construction period, the pore pressure in the excavation area approaches 0 MPa, and the seepage flow of cavern and deformation of surrounding rock are densely distributed along the J₁ jointed zone. The excavation of the middle and lower layers causes the displacement at the intersection of J₁ and the arch line to increase by 90.4% and 28.7%, respectively. The plastic zone in the sidewalls deepens layer by layer, with a maximum depth of 9.2 m. The long-term deformation characteristics of the surrounding rock are manifested as sidewall convergence > floor uplift > crown settlement. The cumulative deformation at the intersection of the J₁ and the arch line during the first year accounts for 92% of the total deformation over 30 years, with a maximum deformation of 27.1 mm. Under the creep effect, stress is gradually released, and the stress distribution tends to become more uniform. The plastic zone near the J₁ expands significantly, while the plastic range in the intact granite area is relatively small, indicating higher long-term stability, indicating that the geological structure-affected zone is the main instability risk zone.
Conclusion
This study provides engineering significance and reference value for stability evaluation during both the construction and operational phases of underground water-sealed storage caverns.
- underground water-sealed storage cavern /
- multi-source monitoring /
- feedback analysis /
- numerical simulation /
- stability of surrounding rock

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图 1 地下洞室布置示意图

Figure 1. Schematic diagram of underground cavern layout

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图 2 主洞室①工程地质剖面图

Figure 2. Engineering geological profile of main cavern ①

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图 3 多源监测布置示意图（①～⑦均为洞室编号；a-1～a-4，b-1～b-4，c-1～c-4均为监测点编号）

Figure 3. Schematic diagram of multi-source monitoring layout

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图 4 主洞室①围岩内部变形监测曲线（a. K0+093断面；b. K0+470断面；c. K0+850断面）

Figure 4. Monitoring curve of internal deformation of surrounding rock in main cavern ①

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图 5 锚杆应力值统计

Figure 5. Statistics of anchor stress values

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图 6 锚杆应力与围岩变形–时间曲线

Figure 6. Curve of anchor stress and deformation of surrounding rock changing with time

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图 7 主洞室①K0+250断面围岩波速–深度曲线

Figure 7. Wave velocity-depth curve of surrounding rock at K0+250 in main cavern I

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图 8 主洞室松动圈深度统计

Figure 8. Depth statistics of loosening zone in main cavern

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图 9 数值模型及监测点布置（σ. 应力；τ. 剪应力）

Figure 9. Numerical model and monitoring point layout

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图 10 围岩变形计算值与监测值对比

Figure 10. Comparison between calculated and monitored values of surrounding rock deformation

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图 11 孔隙水压力及渗流矢量分布

Figure 11. Distribution of pore water pressure and seepage vectors

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图 12 围岩位移分布

Figure 12. Displacement distribution of surrounding rock

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图 13 最大主应力分布

Figure 13. Distribution of maximum principal stress

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图 14 洞室围岩塑性区分布（n. 正；P. 负；下同）

Figure 14. Plastic zone distribution of cavern surrounding rock

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图 15 数值模型及典型剖面示意图

F₁，F₂，F₃. 断层；J₁，J₃. 节理密集带；P₂. 破碎带；A-A'. 剖面

Figure 15. Diagram of numerical model and typical profile

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图 16 A-A'剖面围岩变形分布

Figure 16. Deformation distribution of surrounding rock along A-A' profile

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图 17 A-A'剖面最大主应力分布

Figure 17. Maximum principal stress distribution along A-A' profile

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图 18 A-A'剖面塑性区分布

Figure 18. Plastic zone distribution along A-A' profile

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表 1 多源监测方法统计表

Table 1. Statistical table of multi-source monitoring methods

监测项目	监测目的	监测仪器	布设时间
围岩内部变形	确定围岩内部变形深度	振弦式多点位移计	一般为预埋式
锚杆受力状态	监测锚杆应力值	振弦式锚杆应力计	部分滞后于掌子面一段距离
围岩波速测试	测定松动圈范围	松动圈检测仪	根据现场实际情况测试

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表 2 反演力学参数取值范围

Table 2. Value range of inverse mechanical parameters

岩性	弹性模量E/GPa	泊松比μ	黏聚力c/MPa	内摩擦角φ/(°)
完整花岗岩	[12, 20]	0.22～0.26	0.7～1.0	[40, 45]
破碎花岗岩	[8, 12)	0.24～0.28	0.5～0.8	[35, 40)

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表 3 参数正交设计组合及试验结果

Table 3. Orthogonal design combination of parameters and experimental results

编号	弹性模量E/GPa	泊松比μ	黏聚力c/MPa	内摩擦角φ/(°)	围岩内部变形计算值/mm	围岩内部变形监测值/mm	相对误差/%
1	8	0.24	0.5	35	5.54	3.65	51.8
2	8	0.25	0.6	36	5.16	3.65	41.4
3	8	0.26	0.7	38	4.87	3.65	33.4
4	8	0.28	0.8	40	4.70	3.65	28.7
5	9	0.24	0.6	38	4.61	3.65	26.3
6	9	0.25	0.5	40	4.76	3.65	30.4
7	9	0.26	0.8	35	4.44	3.65	21.6
8	9	0.28	0.7	36	4.63	3.65	26.8
9	10	0.24	0.7	40	4.06	3.65	11.2
10	10	0.25	0.8	38	4.03	3.65	10.4
11	10	0.26	0.5	36	4.76	3.65	30.4
12	10	0.28	0.6	35	4.60	3.65	26.0
13	12	0.24	0.8	36	3.54	3.65	3.0
14	12	0.25	0.7	35	3.82	3.65	4.6
15	12	0.26	0.6	40	3.79	3.65	3.8
16	12	0.28	0.5	38	4.13	3.65	13.1

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表 4 正交试验直观分析结果

Table 4. Intuitive analysis results of orthogonal test

因素	最大均值	最小均值	极差	最佳水平	重要性排序
弹性模量E/GPa	5.06	3.82	1.24	12.0	1
黏聚力c/MPa	4.79	4.17	0.62	0.8	2
内摩擦角φ/(°)	4.60	4.32	0.27	40.0	3
泊松比μ	4.51	4.43	0.07	0.24	4

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表 5 围岩力学参数反演结果

Table 5. Inversion results of rock mechanics parameters

岩性	弹性模量 E/GPa	泊松比 μ	黏聚力 c/MPa	内摩擦角 φ/(°)	渗透系数 k/(m·d⁻¹)	密度 ρ/(kg·m⁻³)
完整花岗岩	20	0.26	1.0	45	1.0×10⁻³	2600
破碎花岗岩	12	0.24	0.8	40	9.7×10⁻³	2450

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表 6 花岗岩蠕变参数

Table 6. Creep parameters of granite

岩性	E₁/GPa	E₂/GPa	η₁/(Pa·s)	η₂/(Pa·s)
完整花岗岩	20	10	9.6×10¹¹	4.3×10¹¹
破碎花岗岩	10	5	4.8×10¹¹	2.1×10¹¹

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