地下水封洞库施工期洞室围岩力学参数智能反演

doi:10.11988/ckyyb.20231376

摘要/Abstract

摘要：

合理准确确定围岩力学参数对于地下水封洞库施工期围岩稳定性分析与支护结构设计具有重要意义。基于地下水封洞库工程地质特征,针对等效连续介质围岩模型,提出施工期洞室围岩力学参数智能反演方法。该方法首先通过室内试验与数值试验确定洞库岩体本构模型,再通过Hoek-Brown强度准则等多种方法估算本构模型中力学参数,分析各参数对围岩变形松弛的敏感性并设计待反演参数的正交试验方案,最后通过数值模拟获得样本并结合进化神经网络模型构建围岩力学参数智能反演模型。综合估算不同岩体基本质量级别下围岩力学参数初始取值范围,可克服智能算法大范围寻优而导致反演结果偏离较大的情况;开展力学参数对围岩变形松弛的敏感性分析,可减少反演参数的数量。以山东某地下水封洞库工程作为典型案例进行反演方法应用检验,获得的围岩拱顶沉降、洞周最大位移、内部变形以及平均松弛深度等参量的相对误差均不超过10%,满足工程应用精度,表明提出的智能反演方法具有较高可行性与可靠性,可为类似工程提供参考。

关键词: 地下水封洞库, 围岩稳定性, 等效连续介质围岩模型, 力学参数, Hoek-Brown强度准则, 智能反演, 岩体本构模型

Abstract:

Reasonably and accurately determining the mechanical parameters of surrounding rock is crucial for the stability analysis of surrounding rock and the design of supporting structures during the construction of underground water-sealed storage caverns. Based on the engineering geological characteristics of underground water-sealed storage caverns, an intelligent inversion method for the mechanical parameters of surrounding rock during construction is proposed for the equivalent continuous medium model. First, the constitutive model of the cavern rock mass is determined via laboratory and numerical tests. Then, the mechanical parameters of the constitutive model are estimated using the Hoek-Brown strength criterion and other methods, and the sensitivity of each parameter to the deformation and relaxation of the surrounding rock is analyzed. Based on these analyses, an orthogonal test scheme for the parameters to be inverted is designed. Finally, an intelligent inversion model for the mechanical parameters of the surrounding rock is constructed using samples obtained from numerical simulations and an evolutionary neural network model. Comprehensively estimating the initial value ranges of the mechanical parameters of the surrounding rock for different classes of rock mass basic quality can avoid large deviations in inversion results caused by the wide optimization range of intelligent algorithms. Sensitivity analysis of the mechanical parameters to the deformation and relaxation of the surrounding rock can reduce the number of inversion parameters. The proposed intelligent inversion method is applied to a typical underground water-sealed storage cavern project in Shandong Province. Results show that the relative errors of the settlement of the peripheral rock vault, the maximum displacement of the cavern circumference, the internal deformation, and the average depth of relaxation are all less than 10%, meeting the precision requirements of engineering applications. Therefore, the proposed intelligent inversion method exhibits high feasibility and reliability through practical application and can serve as a reference for similar projects.

Key words: underground water-sealed storage cavern, stability of surrounding rock, equivalent continuous medium model for surrounding rock, mechanical parameters, Hoek-Brown strength criterion, intelligent inversion, constitutive model for rock mass

中图分类号:

P642.2

曹洋兵, 陈可辛, 黄月, 李尧, 张遂, 黄真萍. 地下水封洞库施工期洞室围岩力学参数智能反演[J]. 长江科学院院报, 2025, 42(4): 149-158.

CAO Yang-bing, CHEN Ke-xin, HUANG Yue, LI Yao, ZHANG Sui, HUANG Zhen-ping. Intelligent Inversion of Mechanical Parameters of Surrounding Rock of Underground Water-Sealed Storage Cavern During Construction[J]. Journal of Changjiang River Scientific Research Institute, 2025, 42(4): 149-158.

图/表 15

图1 地下水封洞库施工期洞室围岩力学参数智能反演流程

Fig.1 Flowchart of intelligent inversion of mechanical parameters of surrounding rock of underground water-sealed storage cavern during construction

图2 洞室数值模型

Fig.2 Numerical model of the cavern

图3 岩块及节理力学试验结果

Fig.3 Mechanical test results of intact rock and the joint

表1 岩块力学试验结果

Table 1 Mechanics test results of the intact rock

围压σ₃/ MPa	轴向应力 σ₁/MPa	弹性模量 E/GPa	泊松比μ	黏聚力 c/MPa	内摩擦角φ/(°)	抗拉强度 σ_t/MPa
0	86.4
5	100.1	27.5	0.19	17.09	43.61	11.32
10	128.2
15	167.8

表2 花岗岩节理直剪试验结果

Table 2 Results of direct shear test on granite joint

结构面粗糙度系数JRC	初始法向应力σ_n0/MPa	峰值剪切位移μ_p/mm	峰值剪切应力τ_p/MPa	残余剪切应力τ_res/MPa
	4	1.197	5.84	4.02
10	6	1.372	7.25	5.53
	8	1.688	10.10	6.46

图4 数值试验模型与试验结果

Fig.4 Numerical test model and its results

表3 Hoek-Brown强度准则估算的岩体力学参数

Table 3 Mechanical parameters of rock mass estimated by Hoek-Brown strength criterion

Q	GSI	GSI_r	${σ_{3}}_{m a x}$	弹性模量 E/GPa	峰值黏聚力 c/MPa	峰值内摩擦角φ/(°)	抗拉强度 σ_t/MPa	残余黏聚力 c_r/MPa	残余内摩擦角φ_r/(°)
3	53.9	26.2	4.95	10.8	2.2	52.0	0.077	1.3	43.8
4	56.5	26.5	4.97	12.6	2.3	52.7	0.094	1.4	43.9
5	58.5	26.7	4.98	14.1	2.4	53.2	0.109	1.4	44.0
6	60.1	26.9	4.99	15.5	2.5	53.6	0.123	1.4	44.1
7	61.5	27.0	5.00	16.8	2.5	53.9	0.137	1.4	44.1

表3 Hoek-Brown强度准则估算的岩体力学参数

Table 3 Mechanical parameters of rock mass estimated by Hoek-Brown strength criterion

Q	GSI	GSI_r	${σ_{3}}_{m a x}$	弹性模量 E/GPa	峰值黏聚力 c/MPa	峰值内摩擦角φ/(°)	抗拉强度 σ_t/MPa	残余黏聚力 c_r/MPa	残余内摩擦角φ_r/(°)
3	53.9	26.2	4.95	10.8	2.2	52.0	0.077	1.3	43.8
4	56.5	26.5	4.97	12.6	2.3	52.7	0.094	1.4	43.9
5	58.5	26.7	4.98	14.1	2.4	53.2	0.109	1.4	44.0
6	60.1	26.9	4.99	15.5	2.5	53.6	0.123	1.4	44.1
7	61.5	27.0	5.00	16.8	2.5	53.9	0.137	1.4	44.1

表4 围岩力学参数取值范围

Table 4 Range of values for mechanical parameters of the surrounding rock

弹性模量 E/GPa	泊松比μ	峰值黏聚力c/MPa	峰值内摩擦角 φ/(°)	残余黏聚力c_r/ MPa	残余内摩擦角 φ_r/(°)	抗拉强度σ_t/ MPa
10.5~ 16.5	0.24~ 0.28	1.2~ 1.8	44~ 56	0.8~ 1.2	35.2~ 44.1	0.075~ 0.145

表5 围岩变形对主要力学参数的敏感度

Table 5 Sensitivity of surrounding rock deformation to main mechanical parameters

围岩变形	弹性模量E/GPa	泊松比μ	峰值黏聚力c/MPa	峰值内摩擦角φ/(°)	抗拉强度 σ_t/MPa
拱顶沉降	0.884 4	0.401 6	0.069 1	0.098 3	0.006 6
洞周最大位移	0.910 3	0.521 5	0.082 2	0.137 9	0.020 4
围岩内部变形	0.970 7	0.583 6	0.109 3	0.182 1	0.061 8

表6 围岩松弛对主要力学参数的敏感度

Table 6 Sensitivity of surrounding rock relaxation to main mechanical parameters

围岩松弛量	峰值黏聚力c/ MPa	残余黏聚力c_r/ MPa	峰值内摩擦角 φ/(°)	残余内摩擦角 φ_r/(°)	临界塑性剪应变ε_P	抗拉强度σ_t/ MPa
平均松弛深度	0.592 5	0.107 4	0.921 4	0.099 0	0.015 8	0.019 1

表7 洞库围岩待反演参数的训练与测试样本

Table 7 Training and testing samples of parameters to be inverted for cavern surrounding rock

编号	弹性模量 E/GPa	泊松比μ	峰值黏聚力 c/MPa	峰值内摩擦角 φ/(°)	拱顶沉降/ mm	洞周最大位移/ mm	围岩内部变形/ mm	平均松弛深度/m
1	10.5	0.28	1.20	44	4.32	18.87	10.60	1.59
2	13.5	0.25	1.20	47	2.94	14.47	8.05	1.23
3	16.5	0.27	1.20	50	2.63	14.09	6.60	1.21
4	12.0	0.24	1.20	53	3.13	19.06	8.86	1.69
5	15.0	0.26	1.20	56	2.76	15.44	7.20	1.44
6	16.5	0.25	1.35	44	2.40	13.95	6.50	1.05
7	12.0	0.27	1.35	47	3.62	19.43	9.09	1.72
8	15.0	0.24	1.35	50	2.51	15.25	7.09	1.41
9	10.5	0.26	1.35	53	3.93	22.07	10.28	1.80
10	13.5	0.28	1.35	56	3.35	17.36	8.13	1.38
11	15.0	0.27	1.50	44	2.89	15.49	7.26	1.39
12	10.5	0.24	1.50	47	3.58	21.84	10.13	1.75
13	13.5	0.26	1.50	50	3.06	17.15	8.00	1.33
14	16.5	0.28	1.50	53	2.73	14.18	6.65	1.26
15	12.0	0.25	1.50	56	3.29	19.19	8.93	1.67
16	13.5	0.24	1.65	44	2.79	16.96	7.88	1.49
17	16.5	0.26	1.65	47	2.51	14.03	6.54	1.24
18	12.0	0.28	1.65	50	3.76	19.51	9.14	1.74
19	15.0	0.25	1.65	53	2.64	15.34	7.14	1.43
20	10.5	0.27	1.65	56	4.13	22.19	10.38	1.82
21	12.0	0.26	1.80	44	3.45	19.31	9.00	1.70
22	15.0	0.28	1.80	47	3.01	15.60	7.32	1.46
23	10.5	0.25	1.80	50	3.76	21.94	10.20	1.77
24	13.5	0.27	1.80	53	3.21	17.24	8.07	1.36
25	16.5	0.24	1.80	56	2.28	13.84	6.45	1.18

图5 进化神经网络测试结果与相对误差

Fig.5 Test results and relative error of evolutionary neural network

表8 围岩变形松弛参量监测值与计算值对比

Table 8 Comparison between monitored and calculated values of deformation and relaxation parameter of surrounding rock

变形松弛参量	拱顶沉降/ mm	洞周最大位移/mm	围岩内部变形/mm	平均松弛深度/m
现场监测值	3.10	12.80	7.3	1.15
数值计算值	2.82	13.91	6.82	1.22
相对误差/%	9.0	8.7	6.6	6.1

表9 围岩力学参数反演结果

Table 9 Inversion results of mechanical parameters of surrounding rock

弹性模量E/GPa	泊松比μ	峰值黏聚力 c/MPa	峰值内摩擦角 φ/(°)
12.8	0.25	1.3	51.6

图6 洞室围岩位移与塑性区分布

Fig.6 Displacement and plastic zone distribution of the surrounding rock of the cavern

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