Prediction and analysis on large deformation of surrounding rocks in the Muzhailing Tunnel of the Weiyuan–Wudu Expressway under high in-situ stress
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摘要: 为解决在建渭武高速木寨岭隧道施工过程中遇到的高地应力环境下软岩大变形问题，基于工程区已有地应力实测数据，利用ANSYS有限元软件建立三维地质模型，反演工程区地应力场，并结合Hoek围岩变形预测公式计算分析隧道围岩的变形量。结果表明：工程区的地应力场主要受断裂控制，其次还受到岩体强度和地形的双重影响，强构造变形区的水平主应力值普遍低于弱构造变形区，沿隧道轴线三向主应力大小关系为最大水平主应力（SH）>最小水平主应力（Sh）>垂直应力（SV），强构造变形区最大水平主应力值在G8区段最大，而在G6区段和G11区段最小；弱构造变形区的水平主应力值自G12区段开始逐渐增大，直至G14中段开始因埋深减小而逐渐降低。沿隧道轴线最大水平主应力方向总体为北东向，而在断裂间挤压构造带多偏转为北东东—近东西向。高速公路隧道围岩变形受岩体强度和地应力场的双重影响，其中，岩体强度占主导作用，围岩变形量主要集中在20~80 cm范围内，变形等级以中等和强烈为主。Abstract: This study aims to solve the significant deformation issue in the soft surrounding rocks under high in-situ stress encountered during the construction of the Muzhailing Tunnel on the Weiyuan–Wudu Expressway. We established a three-dimensional geological model to invert the in-situ stress field using ANSYS based on measured in-situ stress data in the engineering area. Then, we calculated and analyzed the deformation of the surrounding rocks by combining the inverted results with the Hoek deformation prediction formula. The result showed that the in-situ stress field in the engineering area was primarily controlled by faults, with secondary influences from rock strength and topography. In the intense tectonic deformation zone, horizontal principal stress values are generally lower than in the weak structural deformation zone. The relationship between the three principal stresses along the tunnel axis is SH>Sh>SV. The maximum horizontal principal stress in the intense tectonic deformation zone was the highest in the G8 section and the lowest in the G6 and G11 sections. In the weak structural deformation zone, horizontal principal stress gradually increases from the G12 section until it decreases due to reduced burial depth starting from the middle of the G14 section. The maximum horizontal principal stress orientation was generally in the NE direction, and the extruded structural belt between the faults was mostly deflected to the NEE –nearly EW direction. The deformation of the surrounding rocks was affected by rock mass strength and in-situ stress field, with rock mass strength playing a dominant role. The deformation of the surrounding rocks is mainly concentrated in the range of 20 to 80 cm, and the deformation levels are mainly moderate and intense.
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图 1 木寨岭工程区地质构造简图
a—西秦岭地区活动断裂分布图；b—工程区及邻区断裂分布图；c—工程区地质简图
Figure 1. Regional geological and structural diagram of the Muzhailing engineering area
(a) Distribution of active faults in the West Qinling area; (b) Geotectonic outline of the engineering area and adjacent areas; (c) Geological sketch of the engineering area
图 2 木寨岭工程区纵剖面图（剖面位置见图1）
F2—美武−新寺断裂带；f10—f16—美武−新寺断裂带次级断裂
Figure 2. Longitudinal section of the Muzhailing engineering area (The position of the longitudinal section is shown in Fig.1)
图 3 木寨岭工程区有限元计算模型
a—工程区地质力学模型；b—工程区三维有限元网格
Figure 3. Integrated 3D FE model of the Muzhailing engineering area
(a) Geomechanical model of the engineering area；(b) 3D FE meshes of the engineering area
图 4 木寨岭工程区地应力场分布特征
a—SH云图；b—Sh云图；c—SV云图；d—海拔2400 m平面SH方向分布图；e—海拔2500 m平面SH方向分布图；f—海拔2600 m平面SH方向分布图
Figure 4. Characteristics of in-situ stress field in the Muzhailing engineering area
(a) Contours of SH; (b) Contours of Sh; (c) Contours of SV; (d) SH orientation distribution at an altitude of 2400 m; (e) SH orientation distribution at an altitude of 2500 m; (f) SH orientation distribution at an altitude of 2600 m
图 5 高速公路隧道轴线主应力云图及最大水平主应力方向
SL-1、SL-2—破碎岩带；f13—f16—美武−新寺断裂带次级断裂；G1—G14—变形区段编号a—隧道轴线纵剖面SH云图；b—隧道轴线纵剖面Sh云图；c—隧道轴线纵剖面SV云图；d—隧道轴线SH方向
Figure 5. Stress contours and orientation of SH along the highway tunnel axis
(a) SH cloud chart of longitudinal section of the tunnel axis; (b) Sh cloud chart of longitudinal section of the tunnel axis; (c) SV cloud chart of longitudinal section of the tunnel axis; (d) SH orientation of the tunnel axis
图 6 铁路隧道围岩大变形计算结果
F2—美武 −新寺断裂带；SL-1、SL-2—破碎岩带；f13—f16—美武 −新寺断裂带次级断裂
Figure 6. Calculation results of large deformation of surrounding rocks of the railway tunnel
图 7 高速公路隧道围岩变形量预测
SL-1、SL-2—破碎岩带；f13—f16—美武−新寺断裂带次级断裂；G1—G14—变形区段编号
Figure 7. Prediction of surrounding rock deformation in the highway tunnel
图 8 高速公路隧道围岩变形统计
Figure 8. Statistical distribution of large deformation in the highway tunnel
表 1 工程区已有地应力实测数据
Table 1. Measures in-situ stress data in the engineering area
钻孔编号 序号 埋深/m 实测值/MPa SH Sh SV SH方向 B1 1 245.8 26.22 15.73 6.50 NE42° 2 259.8 29.87 17.17 6.88 B2 3 243.2 23.98 14.66 6.44 NE40° 4 256.7 32.57 18.7 6.80 5 259.7 33.11 18.97 6.88 B3 6 221.5 37.69 21.09 5.87 NE53° 7 222.9 37.94 20.92 5.91 8 225.5 38.38 21.52 5.98 MSZ-01 9 294.9 24.95 14.95 7.97 NE34° 10 316 27.16 16.16 8.53 N1 11 434.5 26.22 16.28 11.51 NE43° 12 443.5 29.61 18.37 11.75 13 445.9 30.16 18.11 11.82 N3 14 444.5 34.98 20.63 11.78 NE55° 15 447.7 35.68 21.29 11.86 S-SK03 16 270.0 12.14 10.64 7.34 NE39.6° 17 300.0 11.37 10.83 8.16 18 365.0 14.84 11.34 9.93 19 397.0 16.28 14.05 10.8 20 427.0 18.76 15.64 11.61 
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表 2 岩体力学参数表
Table 2. Mechanical parameters of rock mass
围岩等级 岩性特征 密度/
（g·cm−3）弹性模量/
MPa泊松比 Ⅲ 砂岩 2.65 10000 0.25 Ⅳ 板岩夹炭质板岩 2.65 2200 0.30 Ⅴ 2.63 1300 0.35 碎裂岩带 压碎岩（原岩以板岩夹炭
质板岩为主）2.50 1100 0.37 断裂破碎带 断层角砾岩（原岩以板岩
夹砂岩夹炭质板岩为主）2.46 1000 0.40
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表 3 地应力实测值与反演值比较
Table 3. Comparison of measured and regressive in-situ stress
编号 序号 埋深/m 实测值/MPa 反演值/MPa及相对误差δ/% SH Sh SV SH方向 SH δ(SH) Sh δ(Sh) SV δ(SV) SH方向 B1 1 245.8 26.22 15.73 6.50 NE42° 33.78 28.8 19.59 24.5 3.85 −40.9 NE47° 2 259.8 29.87 17.17 6.88 34.17 14.4 20.00 16.5 4.31 −37.4 B2 3 243.2 23.98 14.66 6.44 NE40° 30.59 27.6 18.45 25.9 4.70 −27.0 NE47° 4 256.7 32.57 18.70 6.80 33.97 4.3 19.85 6.1 5.14 −24.4 5 259.7 33.11 18.97 6.88 34.06 2.9 19.94 5.1 5.24 −23.9 B3 6 221.5 37.69 21.09 5.87 NE53° 35.06 −7.0 22.58 7.1 6.67 13.6 NE40° 7 222.9 37.94 20.92 5.91 35.06 −7.6 22.57 7.9 6.70 13.4 8 225.5 38.38 21.52 5.98 35.06 −8.7 22.56 4.8 6.77 13.2 MSZ-01 9 294.9 24.95 14.95 7.97 NE34° 24.35 −2.4 17.30 15.7 9.12 14.4 NE64° 10 316.0 27.16 16.16 8.53 24.58 −9.5 18.63 15.3 9.72 14.0 N1 11 434.5 26.22 16.28 11.51 NE43° 28.15 7.4 18.19 11.7 11.06 −3.9 NE68° 12 443.5 29.61 18.37 11.75 28.31 −4.4 18.44 0.4 11.40 −3.0 13 445.9 30.16 18.11 11.82 28.35 −6.0 18.51 2.2 11.49 −2.8 N3 14 444.5 34.98 20.63 11.78 NE55° 28.33 −19.0 17.25 −16.4 11.48 −2.5 NE70° 15 447.7 35.68 21.29 11.86 28.38 −20.5 17.33 −18.6 11.57 −2.4 S-SK03 16 270.0 12.14 10.64 7.34 NE39.6° 13.52 11.4 9.75 −8.4 7.04 −4.1 NE23° 17 300.0 11.37 10.83 8.16 13.45 18.3 10.46 −3.4 7.83 −4.0 18 365.0 14.84 11.34 9.93 15.85 6.8 12.02 6.0 9.54 −3.9 19 397.0 16.28 14.05 10.8 16.68 2.5 12.87 −8.4 10.44 −3.3 20 427.0 18.76 15.64 11.61 17.53 −6.6 13.81 −11.7 11.06 −4.7
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表 4 高速公路隧道轴线位置地应力分段统计
Table 4. Sectional statistics of in-situ stress of the highway tunnel axis position
分区 分段 SH/MPa Sh/MPa SV/MPa SH方向 强构造变形区 G1 22.71~23.54 16.32~18.44 0~6.28 NE43.8°—56.2° G2 20.91~23.26 16.35~19.18 2.07~8.28 NE45.2°—61.1° G3 20.91~21.74 16.36~18.48 7.41~8.27 NE45.3°—73.7° G4 21.31~23.88 18.48~19.12 6.50~10.27 NE73.7°—98.6° G5 18.21~21.31 15.93~18.86 10.27~11.93 NE25.2°—92.7° G6 17.94~21.19 14.33~17.56 11.80~13.76 NE24.5°—34.4° G7 21.19~24.69 17.56~22.61 9.32~13.80 NE22.2°—46.6° G8 22.77~25.49 20.77~23.26 5.99~9.32 NE46.6°—109.2° G9 20.91~22.77 18.06~20.77 9.05~12.51 NE46.5°—100.6° G10 20.76~24.81 14.52~18.65 9.05~11.90 NE91.9°—108.4° G11 16.95~20.76 15.85~19.31 8.87~11.73 NE40.77°—108.0° G12 20.48~29.28 19.31~25.35 6.89~11.06 NE40.5°—95.6° G13 29.28~31.11 22.45~24.87 10.02~10.74 NE33.5°—41.0° 弱构造变形区 G14 27.92~38.27 15.76~22.45 1.28~10.02 NE32.8°—44.2°
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表 5 围岩点荷载强度取值表
Table 5. Values of point load strength of tunnel surrounding rocks
岩性特征 围岩等级 IS(50)/MPa 砂岩 Ⅲ 4.5 板岩夹炭质板岩 Ⅳ 3.0 Ⅴ 2.4 压碎岩 碎裂岩带 2.0 断层角砾岩 断裂破碎带 1.7
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表 6 高速公路隧道沿线围岩强度应力比
Table 6. Ratio of surrounding rock strength along the highway tunnel
分区 分段 Rc/σmax 强构造变形区 G1 1.76~2.03 G2 2.16~2.61 G3 1.57~1.88 G4 2.20~2.52 G5 1.54~2.03 G6 2.47~3.06 G7 1.55~1.99 G8 2.04~2.29 G9 1.43~1.70 G10 2.10~2.51 G11 1.56~1.93 G12 1.79~3.10 G13 1.27~1.41 弱构造变形区 G14 1.85~3.29
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表 7 围岩大变形分级表
Table 7. Large deformation classification table
大变形等级 相对变形量（εt）/% 无 <1.0 轻微 1.0~2.5 中等 2.5~5.0 强烈 5.0~10.0 极强 >10.0
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表 8 岩体强度计算参数估值表
Table 8. Estimation of rock mass strength calculation parameters
岩体条件 描述 围岩等级 mi GSI 取值依据 砂岩 薄层—中厚层状构造，节理裂隙较发育，将岩体切割成块状，部分接触面光滑 Ⅲ 15 35 Hoek and Marinos，2000
王建军和黄勇，2009
胡元芳等，2011板岩夹炭质板岩 以板岩为主，薄层板状构造，节理、裂隙发育，有黏性土充填，岩体破碎 Ⅳ 9 20 Ⅴ 7 20 压碎岩 成分以板岩为主，碎石状，强风化 碎裂岩带 7 10 断层角砾岩 以细角砾为主，其余为断层泥及砂粒充填，原岩以软质板岩为主，强风化 断裂破碎带 7 10
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表 9 高速公路隧道围岩稳定性分析结果分段统计
Table 9. Sectional statistics of highway tunnel surrounding rock stability
分区 分段 围岩等级 Σt/cm 变形等级 强构造变形区 G1 SL-1 50.55~61.63 中等—强烈 G2 Ⅳ—Ⅴ 20.50~38.93 轻微—中等 G3 F13 66.09~85.21 强烈 G4 Ⅳ 21.57~26.17 轻微 G5 F14 59.21~87.96 强烈 G6 Ⅴ 23.70~32.14 中等 G7 SL-2 51.93~74.18 中等—强烈 G8 Ⅳ 24.70~29.01 轻微—中等 G9 f15 76.57~97.60 强烈 G10 Ⅳ 21.73~27.81 轻微—中等 G11 f15-1 63.69~85.86 强烈 G12 Ⅲ—Ⅴ 10.93~50.74 轻微—中等 G13 f16 99.15~114.75 强烈—极强 弱构造变形区 G14 Ⅳ—Ⅴ 14.76~48.38 轻微—中等
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