Deformation mechanism and optimum supporting structures in fault-bearing biased tunnels
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摘要:
为探明复杂地质条件下隧道围岩变形机理，制定相适应的围岩变形控制技术，以清泉隧道为工程依托，对偏压隧道洞口段围岩变形进行分析，基于FLAC3D研究有无断层条件下不同支护状态围岩稳定性，明确围岩变形机理并提出控制措施。研究表明：（1）偏压效应下后行洞开挖扰动使上覆围岩与断层带相交层面张开、层间岩体弯折破裂，围岩应力重分布且断层破碎带进一步恶化，导致围岩变形严重；（2）软弱围岩自稳能力差，二次应力作用使得小净距隧道顶拱、边墙围岩产生可持续塑性变形，伴随着时间效应，对支护结构逐渐产生挤压变形，现有支护方案不能提供足够的支护强度和刚度以抵抗围岩变形；（3）提出的坡面锚索+深埋侧抗滑桩复合控制措施，可有效控制围岩变形，减弱断层破碎带恶化对围岩稳定性影响，数值计算结果与现场监测结果较为吻合。研究结果可为类似复杂地质条件下隧道围岩变形控制提供参考。
Abstract:To explore the deformation mechanisms of tunnel surrounding rock under complex geological conditions and develop appropriate technologies for controlling surrounding rock deformation, this study analyzes the deformation of surrounding rock at the mouth section of a biased tunnel, using the Qingquan Tunnel as a case study. Based on FLAC3D, stability of surrounding rock under different support conditions with and without faults is studied to clarify the deformation mechanism of the surrounding rock and propose effective control measures. The study shows that: (1) Excavation disturbances during backward hole excavation under biased conditions cause tensional interaction between the overlying surrounding rock and fault zones, leading to the interlayer rock body bending, rupturing, and stress redistribution, exacerbating the fragmentation of fault zones and resulting in significant surrounding rock deformation. (2) Weak surrounding rock exhibits limited self-stabilization capacity; secondary stress induces sustainable plastic deformation in small clear span tunnel roofs and sidewalls, gradually causing squeezing deformation in support structures over time. Existing support schemes fail to provide sufficient strength and stiffness to resist surrounding rock deformation. (3) Proposed composite control measures of slope surface anchors and deep-buried lateral anti-sliping piles effectively control surrounding rock deformation, mitigate the adverse impact of fractured fault zones on rock stability, and numerical calculation results align closely with on-site monitoring results. The findings provide valuable insights for deformation control of tunnel surrounding rock under similar complex geological conditions.
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表 1 计算模型力学参数
Table 1. Mechanical parameters of the computational model
材料 E/GPa υ $m_{\mathrm{b}}^{\mathrm{p}} $ sp/（10−3） mbr sr/（10−3） η* 黄土 3.02 0.25 0.83 0.4 0.69 0.2 0.012 片麻岩 4.89 0.25 1.17 1.3 0.73 0.3 0.0038 花岗岩 8.66 0.25 1.68 3.9 0.82 0.4 0.002 
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表 2 各控制方案及数值计算模型
Table 2. Various control schemes and numerical calculation models
模拟工况 支护参数 支护模型图 支护方案A 现行隧道支护方案+坡面锚索 
支护方案B 现行隧道支护方案+深埋侧抗滑桩（间距8 m） 
支护方案C 现行隧道支护方案+坡面锚索（倾角15°）+深埋侧抗滑桩（间距8 m） 
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表 3 材料参数表
Table 3. Table of material parameters
材料 γ/（kN∙m−3） E/MPa v c/kPa φ/（°） 抗滑桩 25.0 32500 0.2 — — 锚索 22.0 1800 0.35 30 25
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表 4 不同支护参数拱顶沉降量对比表
Table 4. Comparison of vault settlement at the arch crown with different control parameters
支护
参数抗滑桩
桩长/m锚索
倾角/（°）锚固段
长度/m锚索预
应力/kN后行洞拱顶
沉降/mm1 10 15 6 50 68.3 2 15 20 9 100 65.7 3 20 25 12 150 59.4 4 25 30 15 200 53.5 5 30 35 18 250 51.3
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