Whole-process deformation laws and determination of stability criterion of surrounding rock of tunnels based on statistics of field measured data
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摘要: 隧道围岩全过程变形是认识支护与围岩相互作用演化机制的基本前提,也是围岩稳定性评价和支护设计的重要依据。在对40座隧道与地下工程围岩全过程变形进行收集和整理的基础上,系统分析了隧道围岩全过程变形及其关键节点、围岩变形速率与变形加速度分布规律与影响因素。研究表明：隧道围岩超前变形量和基本稳定变形量随施工进度呈总体增大趋势,随开挖半径呈减小趋势,而相应的位移释放率则无明显相关关系；随着围岩级别的增大,超前变形量与基本稳定变形量增大,而相应的位移释放率则反而减小；通过改进Hoek公式对深、浅埋条件下围岩全过程变形进行拟合,拟合优度在0.95以上,可为围岩损失位移的求解提供依据；隧道围岩变形速率随时间发展趋势为先增大后减小,而变形加速度则表现出“正弦曲线”特征,二者随隧道半径和施工速率变化显著。根据分析结果,指出对于不良地质条件下的大断面隧道,围岩变形速率小而变形持续时间长,此时围岩稳定性的判断应以变形加速度作为主要指标,并进一步给出了变形加速度阈值的确定方法。Abstract: Deformation of the surrounding rock during the whole excavation process is the basic premise to understand the evolution mechanism of interaction between the supports and the surrounding rock, which is also an important reference for stability evaluation of the surrounding rock and design of the supports. On the basis of collecting the deformation of the surrounding rock during the whole excavation process of 40 tunnels and underground projects, the whole process deformation and its key nodes, the distribution laws of deformation rate and deformation acceleration of the surrounding rock and the influencing factors are systematically analyzed. The results show that the advance deformation and basically stable deformation of the surrounding rock increase with the construction speed and decrease with the excavation radius, while the corresponding displacement release rates have no obvious correlation. With the increase of the surrounding rock, the advance deformation and basic stable deformation increase, and the corresponding displacement release rate decreases instead. By improving the Hoek’s formula, the whole-process deformation of the surrounding rock is fitted, and the goodness of fitting is above 0.95, which can provide a basis for the solution of loss displacement. The deformation rate of the surrounding rock first increases and then decreases with time, while the deformation acceleration shows the characteristics of "sinusoidal curve", both of which change significantly with tunnel radius and construction speed. According to the analysis results, it is pointed out that the deformation rate of the surrounding rock is small and the deformation duration is long for the large-section tunnels under unfavorable geological conditions, and the deformation acceleration should be taken as the main index to judge the stability of the surrounding rock. Furthermore, the determination method for deformation acceleration threshold is given.
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图 2 超前变形与施工进度关系
Figure 2. Relationship between deformation at tunnel face and construction speed
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图 3 超前变形与等效开挖半径关系
Figure 3. Relationship between deformation at tunnel face and equivalent excavation radius
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图 4 超前变形与围岩级别关系
Figure 4. Relationship between deformation at tunnel face and rock grade
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图 5 基本稳定变形与施工进度关系
Figure 5. Relationship between basically stable deformation and construction speed
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图 6 基本稳定变形与等效开挖半径关系
Figure 6. Relationship between basically stable deformation and equivalent excavation radius
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图 7 基本稳定变形与围岩级别关系
Figure 7. Relationship between basically stable deformation and rock grade
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图 8 归一化隧道围岩全过程变形实测曲线
Figure 8. Measured curves of normalized deformations surrounding rock of tunnel of during whole excavation process
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图 9 隧道围岩全过程变形曲线拟合结果
Figure 9. Fitting results of deformations of surrounding rock of tunnel during whole excavation process
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图 10 隧道围岩变形全过程的阶段性
Figure 10. Stages of deformation of surrounding rock of tunnel during whole excavation process
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图 11 隧道围岩变形速率时程曲线的影响分析
Figure 11. Influence analysis of time-history curve of deformation rate of surrounding rock of tunnel
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图 12 隧道围岩变形加速度时程曲线的影响分析
Figure 12. Influence analysis of time-history curve of deformation acceleration of surrounding rock of tunnel
表 1 隧道围岩全过程变形曲线现场监测统计样本
Table 1 Statistical samples of in-situ monitoring of deformation of surrounding rock during whole excavation process
序号 工程名称 围岩级别 等效半径/m 施工进度/(m·d-1) 施工方法 埋深性质 1 大帽山隧道 V 8.78 0.80 双侧壁导坑法 浅埋 2 长安岭隧道 IV 6.50 1.21 台阶法 浅埋 3 毛羽山隧道 IV 6.75 1.30 台阶法 深埋 4 前鸥隧道 V 9.01 0.89 双侧壁导坑法 浅埋 5 贺街隧道 V 6.80 0.20 CRD法 浅埋 6 苏家川隧道 V 7.36 1.20 台阶法 浅埋 7 阌乡隧道 V 7.30 0.80 双侧壁导坑法 浅埋 8 锦屏二级水电站1#隧洞 IV 6.50 11.30 全断面法 深埋 9 天荒坪电站模型洞 II 1.98 0.40 台阶法 深埋 10 乐疃隧道 IV 8.94 2.60 CRD法 浅埋 11 下沙溪隧道 V 5.38 1.00 台阶法 浅埋 12 锦屏二级地下厂房 III 10.13 2.13 台阶法 深埋 13 阿拉坦隧道 V 6.15 1.50 台阶法 浅埋 14 北山坑探设施平巷 II 1.45 2.00 全断面 深埋 15 Tono矿区试验导坑 III 1.20 1.00 全断面法 深埋 16 黄岛地下油库6#主洞室 II 12.5 1.60 台阶法 深埋 17 紫坪铺导流隧洞 III 6.01 4.00 台阶法 深埋 18 梧村山隧道 VI 11.42 1.20 CRD法 浅埋 19 翔安海底隧道陆域段 VI 7.39 1.50 CRD法 浅埋 20 天恒山隧道 V 6.33 0.20 CRD法 浅埋 21 花甲山隧道 V 6.50 2.83 台阶法 浅埋 22 向家坝水电站中导洞 II 3.75 1.70 台阶法 深埋 23 白鹤滩水电站 III 11.05 2.10 台阶法 深埋 24 桐油山隧道中导洞 II 2.91 3.00 全断面 浅埋 25 二滩水电站 III 9.18 1.54 台阶法 深埋 26 溪洛渡水电站 III 8.69 1.08 台阶法 深埋 27 官地水电站 III 9.13 1.20 台阶法 深埋 28 深圳地铁一期06标段 VI 2.93 1.67 台阶法 浅埋 29 瀑布沟水电站 II 9.60 1.63 台阶法 深埋 30 大广坝水电站 II 5.25 1.74 台阶法 浅埋 31 水牛家1号隧道 V 3.50 1.35 台阶法 深埋 32 江垭水电站 III 20.00 3.00 台阶法 浅埋 33 构皮滩尾水隧洞 V 17.20 1.20 台阶法 深埋 34 芙蓉路电缆隧道 III 1.60 5.30 全断面 浅埋 35 锦屏一级水电站主变室 III 6.18 1.50 台阶法 深埋 36 北京地铁14号线11标 VI 3.09 8.40 全断面法 浅埋 37 济宁三号煤矿 III 1.60 2.89 全断面 深埋 38 阳泉矿区巷道 III 5.00 2.40 全断面 深埋 39 沙曲矿巷道 IV 4.60 1.70 全断面 深埋 40 北京地铁8号线二期 V 3.15 10.00 全断面法 浅埋 
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表 2 隧道围岩变形分布统计
Table 2 Distribution of deformation of surrounding rock of tunnel
(mm) 埋深条件 最大变形 超前变形 基本稳定变形 浅埋 84.53 32.68 81.96 深埋 62.00 19.31 59.20 平均值 74.27 26.41 71.94
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表 3 不同围岩级别下超前变形量实测数据统计表
Table 3 Statistics of mean values of deformations at tunnel face for different rock grades
围岩级别 II III IV V VI 超前变形量均值/mm 3.4 7.6 27 36 45 开挖面位移释放率均值 0.39 0.36 0.34 0.31 0.27
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表 4 不同围岩级别下基本稳定变形量实测数据统计表
Table 4 Statistics of mean values of basically stable deformations for different rock grades
围岩级别 II III IV V VI 基本稳定变形量均值/mm 9 18 71 89 108 基本稳定位移释放率均值 0.971 0.961 0.956 0.951 0.942
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表 5 隧道围岩全过程变形曲线方程参数拟合结果
Table 5 Fitting results of parameters in equations for deformations of surrounding rock of tunnel during whole excavation process
深埋条件 浅埋条件 工程序号 A B C R2 工程序号 A B C R2 3 -1.4539 -1.8059 0.9772 0.9967 1 -0.4594 -1.8073 0.9651 0.9984 8 -1.2871 -2.0215 0.9721 0.9983 2 -0.6913 -1.4414 0.9391 0.9896 9 -1.8632 -1.6850 0.9854 0.9960 4 -0.8916 -1.7451 0.9871 0.9896 12 -0.7040 -2.2641 0.9914 0.9919 5 -0.6353 -1.4954 0.9824 0.9825 14 -2.1503 -1.8791 0.9892 0.9864 6 -0.5113 -1.8774 0.9568 0.9967 15 -0.6059 -1.4078 0.9240 0.9927 7 -1.0168 -1.5416 0.9920 0.9736 16 -0.6586 -1.4892 0.9764 0.9832 10 -0.8437 -1.5464 0.9023 0.9908 17 -1.1605 -2.0263 0.9021 0.9956 11 -0.8885 -1.5004 0.9422 0.9869 22 -1.0088 -1.3291 0.9820 0.9959 13 -0.5404 -1.1848 0.9452 0.9927 23 -2.5022 -1.9714 0.9895 0.9745 18 -0.9643 -2.0672 0.9096 0.9801 25 -1.6989 -1.5805 0.9721 0.9953 19 -1.0684 -1.8992 0.9687 0.9906 26 -1.9203 -1.7946 0.9661 0.9973 20 -0.4555 -1.4946 0.9942 0.9784 27 -2.3118 -1.6179 0.9762 0.9919 21 -0.5852 -1.5530 0.9791 0.9987 29 -2.1661 -1.9886 0.9621 0.9934 24 -1.3618 -1.5102 0.9106 0.9913 31 -0.6169 -1.8509 0.9811 0.9986 28 -1.3399 -1.9838 0.9023 0.9926 33 -1.6624 -1.7216 0.9600 0.9993 30 -1.2172 -2.1227 0.9203 0.9902 35 -1.5154 -1.7250 0.9930 0.9858 32 -1.0591 -1.6750 0.9707 0.9923 37 -2.0478 -2.1904 0.9631 0.9983 34 -1.3622 -1.7817 0.9176 0.9980 38 -1.8951 -1.7306 0.9751 0.9903 36 -1.1503 -1.5897 0.9755 0.9773 39 -2.2807 -2.2226 0.9731 0.9983 40 -0.7955 -1.1062 0.9041 0.9814
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