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木寨岭深埋隧道北段地应力测量与围岩稳定性分析

张鹏 孙治国 王秋宁 丰成君 孙明乾 谭成轩 吴永东 甘惟平

张鹏, 孙治国, 王秋宁, 等, 2017. 木寨岭深埋隧道北段地应力测量与围岩稳定性分析. 地质力学学报, 23 (6): 893-903.
引用本文: 张鹏, 孙治国, 王秋宁, 等, 2017. 木寨岭深埋隧道北段地应力测量与围岩稳定性分析. 地质力学学报, 23 (6): 893-903.
ZHANG Peng, SUN Zhiguo, WANG Qiuning, et al., 2017. IN-SITU STRESS MEASUREMENT AND STABILITY ANALYSIS OF SURROUNDING ROCKS IN THE NORTH SECTION OF DEEP BURIED TUNNEL IN MUZHAILING. Journal of Geomechanics, 23 (6): 893-903.
Citation: ZHANG Peng, SUN Zhiguo, WANG Qiuning, et al., 2017. IN-SITU STRESS MEASUREMENT AND STABILITY ANALYSIS OF SURROUNDING ROCKS IN THE NORTH SECTION OF DEEP BURIED TUNNEL IN MUZHAILING. Journal of Geomechanics, 23 (6): 893-903.

木寨岭深埋隧道北段地应力测量与围岩稳定性分析

基金项目: 

中国地质调查局项目 12120113038000

中国地质调查局项目 DD20160271

中国地质调查局项目 1212010914025

中国地质调查局项目 DD20160267

中国地质调查局项目 12120113012100

详细信息
    作者简介:

    张鹏(1986-), 男, 博士, 助理研究员; 主要从事地应力测量与监测、区域地壳稳定性评价、构造应力场等研究工作。E-mail:zhangpeng0713@163.com

  • 中图分类号: TU45

IN-SITU STRESS MEASUREMENT AND STABILITY ANALYSIS OF SURROUNDING ROCKS IN THE NORTH SECTION OF DEEP BURIED TUNNEL IN MUZHAILING

  • 摘要: 基于兰渝铁路木寨岭深埋隧道工程区活动断裂调查和3个钻孔水压致裂地应力测量,获得了木寨岭隧道工程区北段的现今地应力分布特征,结果表明,北段工程区最大水平主应力为38.38 MPa,属于高地应力区;三个主应力的关系为SH > Sh > Sv,表明该区地壳浅表层现今构造活动以水平运动为主,主应力关系有利于逆断层的发育和活动;最大水平主应力优势方向为NE,反映穿越隧道北段的NWW向主要断裂带具有逆冲兼反时针扭动活动特征。根据地应力测量结果、相关理论及判据认为:隧道北段横截面形状以水平长轴、垂直短轴,且长短轴之比近似于隧道截面上侧压力系数的椭圆形为宜;隧道北段在埋深范围开挖时,硬岩具有岩爆发生的可能性,软岩具有发生严重挤压变形的背景。该成果为深入研究隧道区应力场特征,分析隧道围岩稳定性,科学设计隧道断面形状、结构和强度等工程地质问题提供了依据。

     

  • 图  1  兰渝铁路木寨岭隧道区域地质构造单元划分图

    Figure  1.  Distribution of regional geological tectonics of the Muzhailing railway tunnel

    图  2  木寨岭隧道工程地质图和北段地应力测量平面图

    a-工程地质图; b-最大主应力方向分布图

    Figure  2.  Engineering geological plan and in-situ stress measurement of the north section of the Muzhailing tunne

    图  3  木寨岭隧道北段测量点及岩性分布图

    Figure  3.  Distribution of Lithology and measuring spots in the north section of the Muzhailing tunnel

    图  4  木寨岭隧道北段钻孔随深度段水压致裂测量曲线

    Figure  4.  Curves of hydraulic fracturing in-situ stress measurement with depth in the boreholes in the north section of the Muzhailing tunnel

    图  5  木寨岭隧道北段钻孔随深度段印模定向测量结果

    Figure  5.  Impression orientation measurement results with depth in the boeholes in the north section of the Muzhailing tunnel

    图  6  主应力大小随深度分布图

    Figure  6.  Curves of in-situ stress with depth in the boreholes

    图  7  水平主应力与隧洞轴线夹角关系图

    Figure  7.  Correlation between horizontal principal stress and axis angles of the tunnel

    表  1  木寨岭隧道地应力测量点概况

    Table  1.   Survey of in-situ stress measurement spots in the Muzhailing tunnel

    钻孔编号 钻孔深度/m 钻孔岩性
    B1 66 砂岩夹板岩
    B2 63.1 砂岩夹板岩
    B3 67.4 砂岩夹板岩
    下载: 导出CSV

    表  2  钻孔水压致裂地应力试验测试结果

    Table  2.   Results of hydraulic fracturing in-situ stress measurement in the boreholes

    钻孔编号 测段序号 深度/m 压裂参数/MPa 主应力值/MPa SH/Sv 破裂方向/°
    PH P0 Pb Pr Ps T SH Sh Sv
    B1 1 15.50 3.16 1.16 18.76 14.86 10.18 3.90 14.52 10.18 8.36 1.74
    2 21.00 3.21 2.21 19.46 14.52 10.36 4.94 14.35 10.36 8.51 1.69 N35°E
    3 37.80 3.38 2.38 24.93 18.59 15.73 6.34 26.22 15.73 8.95 2.93
    4 51.80 3.52 2.52 24.16 19.12 17.17 5.04 29.87 17.17 9.32 3.20 N42°E
    B2 1 35.16 3.35 2.35 20.90 17.65 14.66 3.25 23.98 14.66 8.88 2.70
    2 48.66 3.49 2.49 24.94 21.04 18.70 3.90 32.57 18.70 9.24 3.52 N40°E
    3 51.70 3.52 2.52 27.35 21.28 18.97 6.07 33.13 18.97 9.32 3.55
    B3 1 40.50 3.41 2.41 3.41 23.17 21.09 0.00 37.69 21.09 9.02 4.18
    2 41.94 3.42 2.42 27.87 22.40 20.92 5.47 37.93 20.92 9.06 4.19 N53°E
    3 44.50 3.45 2.45 32.05 23.73 21.52 8.32 38.38 21.52 9.13 4.20
    下载: 导出CSV

    表  3  木寨岭隧道典型工程区地应力环境和工程岩体分级

    Table  3.   Crustal stress environment and engineering rock mass classification in typical engineering area of the Muzhailing tunnel

    岩性 SH/MPa Rc/MPa Rc/SH 应力环境 坚硬程度
    砂岩 33.68 94.5~98.5 2.81~2.92 高应力区 坚硬岩
    板岩 33.68 10.48~12.56 0.31~0.37 高应力区 软岩
    下载: 导出CSV

    表  4  岩爆等级划分表

    Table  4.   Classification of rockburst grades

    E.Hoek法 Turchaninov法 陶振宇法
    σmax/Rc 岩爆等级 (σmax+σL)/Rc 岩爆等级 Rc/SH 说明
    < 0.34 无岩爆 ≤0.3 无岩爆 ≥14.5 无岩爆发生
    0.34~0.42 少量岩爆 0.3~0.5 可能有岩爆 5.5~14.5 低岩爆活动
    0.56~0.70 中等岩爆 0.5~0.8 肯定有岩爆 2.5~5.5 中等岩爆活动
    > 0.70 强烈岩爆 > 0.8 有严重岩爆 < 2.5 高岩爆活动
    下载: 导出CSV

    表  5  隧道围岩岩爆发生可能性分析

    Table  5.   Possibility analysis of rockburst of tunnel surrounding rocks

    位置 主应力/MPa α σmax/MPa σL/MPa Rc/MPa E.Hoek Turchani-nov 陶振宇法
    SH Sh Sv
    B1 26.22 15.73 8.95 3.5 69.59 26.18 94.5~98.5 强烈岩爆 严重岩爆 中等岩爆
    29.87 17.17 9.32 3.5 80.15 29.82 强烈岩爆 严重岩爆 中等岩爆
    B2 23.98 14.66 8.88 5 62.85 23.91 94.5~98.5 中等岩爆 严重岩爆 中等岩爆
    32.57 18.7 9.24 5 88.15 32.46 强烈岩爆 严重岩爆 中等岩爆
    33.13 18.97 9.32 5 89.75 33.02 强烈岩爆 严重岩爆 中等岩爆
    B3 37.69 21.09 9.02 18 99.29 36.10 94.5~98.5 强烈岩爆 严重岩爆 中等岩爆
    37.93 20.92 9.06 18 99.86 36.31 强烈岩爆 严重岩爆 中高岩爆
    38.38 21.52 9.13 18 101.18 36.77 强烈岩爆 严重岩爆 中高岩爆
    注:表 4表 5σmax为隧道围岩切向应力,根据实测的原地应力,利用线弹性理论计算得到σmax=3σ1-σ3Rc为岩石的抗压强度;σL为隧道横截面方向的水平应力;α为隧道轴线方向与水平最大主应力方向的夹角。
    下载: 导出CSV

    表  6  隧洞板岩区围岩大变形分析

    Table  6.   Analysis of large deformation of surrounding rocks in the slate area of the tunnel

    分组 埋深/m SH/MPa Sh/MPa SV/MPa Rc/MPa εt/% 变形等级
    300 29.15 17.05 7.95 1.73~2.39 41.37~68.83 极度挤压变形
    300 38 21.18 7.95 1.73~2.39 62.81~104.51 极度挤压变形
    下载: 导出CSV
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  • 收稿日期:  2017-04-30
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