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高地应力作用下渭武高速木寨岭隧道围岩大变形灾变预测分析研究

范玉璐 曹佳文 余顺 丰成君 张鹏 孟静 戚帮申 王惠卿

范玉璐,曹佳文,余顺,等,2023. 高地应力作用下渭武高速木寨岭隧道围岩大变形灾变预测分析研究[J]. 地质力学学报,29(6):786−800 doi: 10.12090/j.issn.1006-6616.2022110
引用本文: 范玉璐,曹佳文,余顺,等,2023. 高地应力作用下渭武高速木寨岭隧道围岩大变形灾变预测分析研究[J]. 地质力学学报,29(6):786−800 doi: 10.12090/j.issn.1006-6616.2022110
FAN Y L,CAO J W,YU S,et al.,2023. Prediction and analysis on large deformation of surrounding rocks in the Muzhailing Tunnel of the Weiyuan–Wudu Expressway under high in-situ stress[J]. Journal of Geomechanics,29(6):786−800 doi: 10.12090/j.issn.1006-6616.2022110
Citation: FAN Y L,CAO J W,YU S,et al.,2023. Prediction and analysis on large deformation of surrounding rocks in the Muzhailing Tunnel of the Weiyuan–Wudu Expressway under high in-situ stress[J]. Journal of Geomechanics,29(6):786−800 doi: 10.12090/j.issn.1006-6616.2022110

高地应力作用下渭武高速木寨岭隧道围岩大变形灾变预测分析研究

doi: 10.12090/j.issn.1006-6616.2022110
基金项目: 中国地质调查局地质调查项目(DD20190317,DD20221738)
详细信息
    作者简介:

    范玉璐(1992—),男,博士,工程师,主要从事地应力测量与监测、区域地壳稳定性评价等方面研究。E-mail:fanfyl@163.com

    通讯作者:

    曹佳文(1979—),男,博士,主要从事地质灾害、 城市地质及重大工程地质安全风险等管理工作。E-mail:cjiawen@mail.cgs.gov.cn

  • 中图分类号: P553

Prediction and analysis on large deformation of surrounding rocks in the Muzhailing Tunnel of the Weiyuan–Wudu Expressway under high in-situ stress

Funds: This research is financially supported by the Geological Survey Projects of the China Geological Survey (Grants No. DD20190317 and DD20221738).
  • 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。

     

  • 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
    SHShSVSH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
    下载: 导出CSV

    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
    砂岩 2.65 10000 0.25
    板岩夹炭质板岩 2.65 2200 0.30
    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
    下载: 导出CSV

    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/%
    SHShSVSH方向SHδ(SH)Shδ(Sh)SVδ(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
    下载: 导出CSV

    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/MPaSh/MPaSV/MPaSH方向
    强构造变形区G122.71~23.5416.32~18.440~6.28NE43.8°—56.2°
    G220.91~23.2616.35~19.182.07~8.28NE45.2°—61.1°
    G320.91~21.7416.36~18.487.41~8.27NE45.3°—73.7°
    G421.31~23.8818.48~19.126.50~10.27NE73.7°—98.6°
    G518.21~21.3115.93~18.8610.27~11.93NE25.2°—92.7°
    G617.94~21.1914.33~17.5611.80~13.76NE24.5°—34.4°
    G721.19~24.6917.56~22.619.32~13.80NE22.2°—46.6°
    G822.77~25.4920.77~23.265.99~9.32NE46.6°—109.2°
    G920.91~22.7718.06~20.779.05~12.51NE46.5°—100.6°
    G1020.76~24.8114.52~18.659.05~11.90NE91.9°—108.4°
    G1116.95~20.7615.85~19.318.87~11.73NE40.77°—108.0°
    G1220.48~29.2819.31~25.356.89~11.06NE40.5°—95.6°
    G1329.28~31.1122.45~24.8710.02~10.74NE33.5°—41.0°
    弱构造变形区G1427.92~38.2715.76~22.451.28~10.02NE32.8°—44.2°
    下载: 导出CSV

    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 4.5
    板岩夹炭质板岩 3.0
    2.4
    压碎岩 碎裂岩带 2.0
    断层角砾岩 断裂破碎带 1.7
    下载: 导出CSV

    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G11.76~2.03
    G22.16~2.61
    G31.57~1.88
    G42.20~2.52
    G51.54~2.03
    G62.47~3.06
    G71.55~1.99
    G82.04~2.29
    G91.43~1.70
    G102.10~2.51
    G111.56~1.93
    G121.79~3.10
    G131.27~1.41
    弱构造变形区G141.85~3.29
    下载: 导出CSV

    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
    下载: 导出CSV

    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miGSI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 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 9 20
    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
    下载: 导出CSV

    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 21.57~26.17 轻微
    G5 F14 59.21~87.96 强烈
    G6 23.70~32.14 中等
    G7 SL-2 51.93~74.18 中等—强烈
    G8 24.70~29.01 轻微—中等
    G9 f15 76.57~97.60 强烈
    G10 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
    下载: 导出CSV
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  • 收稿日期:  2022-07-08
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