Research on the Influence Factors of Water−bearing Tunnel Stability Based on Fluid−solid Coupling Theory
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摘要:
针对含水巷道中地下水渗流对巷道围岩稳定性的影响，以云南某金属矿一巷道作为工程背景，基于流固耦合理论，应用正交实验与FLAC3D数值模拟相结合的方法，综合分析了含水巷道围岩稳定性影响因素（埋深、围岩强度和水压）的敏感性以及不同因素条件下巷道围岩的稳定性。研究结果表明：流固耦合作用下巷道顶板和两帮变形影响因素的敏感性顺序由大到小依次为埋深、水压、围岩强度。影响巷道顶板及两帮变形最小的组合为水压0 MPa、围岩强度80 MPa、埋深200 m；最大的组合为水压0.3 MPa、围岩强度20 MPa、埋深500 m。巷道两帮会受到孔隙水压力集中和压应力集中的共同影响，在巷道进行选择支护及加固方式时，可作为一定参考依据。
Abstract:This study investigates the influence of groundwater seepage on the stability of the peripheral rock of a water−bearing roadway. The sensitivity of the key factors (burial depth, peripheral rock strength, and water pressure) influencing the stability of the peripheral rock of the water−bearing roadway, as well as the stability of the peripheral rock under different factor conditions, were comprehensively analyzed based on the theory of fluid−solid coupling and the method of combining orthogonal experiments and numerical simulation with FLAC3D, taking a roadway in a metal mine in Yunnan Province as the background. The results showed that the sensitivity of the deformation factors of the roadway roof and two sidewalls under the effect of fluid−solid coupling was in descending order of burial depth, water pressure, and strength of surrounding rock. The smallest combination affecting the deformation of the roof and two sidewalls was water pressure of 0 MPa, perimeter rock strength of 80 MPa, depth of 200 m the largest combination was water pressure of 0.3 MPa, perimeter rock strength of 20 MPa, depth of 500 m. The two sidewalls of the roadway were affected by pore water pressure and compressive stress concentration, which could be used as a reference for selecting support and reinforcement methods in the roadway.
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表 1 各主要影响因素的水平值
Table 1. Horizontal values of the main influencing factors
因素 水平 1 2 3 4 水压/MPa 0 0.1 0.2 0.3 围岩强度/MPa 20 40 60 80 埋深/m 200 300 400 500 
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表 2 岩石力学参数
Table 2. Rock mechanical parameters
密度 
/(g·cm−3)弹性模量/GPa 泊松比 黏聚力C/kPa 内摩擦角/(°) 渗透系数/(m2·Pa−1·s−1) 孔隙率 2.60 7.51 0.19 268 33.05 3×10−8 0.5
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表 3 正交实验方案与结果
Table 3. Orthogonal experimental programme and results
编号 水压/MPa 围岩强度/MPa 埋深/m 巷道变形/mm 两帮 顶板 1 0 20 200 10.9 15.4 2 0 40 300 15.8 22.4 3 0 60 400 20.9 29.5 4 0 80 500 25.2 36.4 5 0.1 20 300 27.9 38.5 6 0.1 40 200 18.6 25.2 7 0.1 60 500 47.4 67.5 8 0.1 80 400 37.4 52.5 9 0.2 20 400 38.2 53.2 10 0.2 40 500 48.2 68.3 11 0.2 60 200 19.1 26.4 12 0.2 80 300 28.1 39.1 13 0.3 20 500 49.5 69.6 14 0.3 40 400 38.7 54.4 15 0.3 60 300 29.3 40.2 16 0.3 80 200 20.3 27.6
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表 4 顶板位移极差分析
Table 4. Extreme analysis of roof displacement
项目 顶板位移/mm 水压 围岩强度 埋深 K1 25.92 44.18 23.65 K2 45.92 42.58 35.05 K3 46.75 40.90 47.40 K4 47.95 38.90 60.45 极差R 22.03 5.28 36.80
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表 5 顶板位移方差分析
Table 5. ANOVA for roof displacement
因素 偏差平方和 自由度 F 显著性 水压 1325.00 3 21.27 * 围岩强度 61.42 3 0.99 − 埋深 3016.50 3 48.42 * 误差项 124.57 6 注：*表示显著，−表示不显著。
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表 6 两帮位移极差分析
Table 6. Polar analysis of the displacement of the sidewalls
项目 两帮位移/mm 水压 围岩强度 埋深 K1 18.20 31.62 17.22 K2 32.83 30.32 25.27 K3 33.40 29.18 33.80 K4 34.45 27.75 42.57 极差R 16.25 3.88 25.35
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表 7 两帮位移方差分析
Table 7. ANOVA for sidewalls displacements
因素 偏差平方和 自由度 F 显著性 水压 713.06 3 24.81 * 围岩强度 32.69 3 1.13 − 埋深 1431.12 3 49.81 * 误差项 57.46 6 注：*表示显著，−表示不显著。
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