IN-SITU STRESS MEASUREMENT AND STABILITY ANALYSIS OF SURROUNDING ROCKS IN THE NORTH SECTION OF DEEP BURIED TUNNEL IN MUZHAILING
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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。Abstract: In order to conclude present ground in-situ stress distribution characteristics, data are gathered from active fault investigation and three drilling boreholes for in-situ stress measurement located in the north section of the Muzhailing tunnel engineering area along the Lanzhou-Chongqing railway. Combined with the high in-situ data of SH > Sh > Sv, the core sampling of the structure features of shallow earth crust rock formation reveals that current horizontal principal stress plays a leading role in reverse fault activity. Moreover, measured maximum principal in-situ stress strikes in NE direction and reflects present compressive properties, with sinistral slip activity, of the north segment. Based on the data of crustal stress and the interrelated theories as well as criterions, it is concluded that the favorite shape of the cross-section of the tunnel are ellipses with horizontal long axis, vertical short axis and long to short axis ration as lateral pressure coefficient; when the north section of the tunnel are excavated, the hard rock has the possibility of rock burst, and the soft rock has the background of its occurrence and serious extrusion deformation. The results provide a basis for studying the characteristics of stress field in tunnel area, analyzing the stability of tunnel surrounding rock and designing engineering geological problems such as shape, structure and strength of tunnel section.
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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 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 
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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
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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
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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
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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 5中σmax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-σ3；Rc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。
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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 Ⅰ 300 29.15 17.05 7.95 1.73~2.39 41.37~68.83 极度挤压变形 Ⅱ 300 38 21.18 7.95 1.73~2.39 62.81~104.51 极度挤压变形
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