Principle and engineering practice of active reinforcement for initial support of soft rock tunnels
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摘要: 总结了软岩大变形隧道初期支护常见变形破坏模式及原因，指出小导管注浆加固在软岩隧道大变形处治方面存在的不足，提出了采用小孔径预应力补强锚索(简称补强锚索)对软岩隧道初期支护关键部位实施补强加固；通过理论和数值计算分析了补强锚索的主动补强加固原理、方法及主动加固效应；以典型软岩大变形隧道为工程背景，开展了补强锚索对初期支护关键部位实施快速主动补强的加固设计和应用研究。研究结果表明：受围岩产状、施工扰动、开挖跨度及高度等因素影响，软岩大变形隧道初期支护拱顶、拱腰、边墙及紧急停车带端头、主洞与横洞交叉口附近等区域易首先发生变形破坏，是待补强加固的关键部位；补强锚索利用初期支护表面与围岩内部的位移速率差，使初期支护被锚固于相对稳定的岩层；补强锚索预紧力的施加能快速减小初期支护危险截面的弯矩，同时对围岩提供主动支护力；补强锚索加强了初期支护关键部位的约束条件，提升了初期支护对后续新增荷载的承载能力；补强锚索预紧力并非越高越好，建议取值为100~300 kN；补强锚索实现了对初期支护结构的快速、主动补强，取得了理想的应用效果。Abstract: The common deformation and failure modes and causes of initial support in large deformation tunnels in soft rocks were summarized. The shortcomings of small-pipe grouting reinforcement in the treatment of large deformation in soft rock tunnels were pointed out. The application of small-diameter prestressed reinforcing anchor cables (referred to as reinforced anchor cables) was proposed for the reinforcement of key parts of initial support in soft rock tunnels. The active reinforcement principle, method, and effect of reinforced anchor cables were analyzed through theoretical and numerical calculations. Based on the engineering background of a typical large deformation tunnel in soft rocks, a reinforcement design and application research of reinforced anchor cables were carried out to quickly and actively reinforce the key parts of the initial support. According to research results, due to factors such as the attitude of the surrounding rock, construction disturbance, excavation span and height, large deformation tunnels in soft rocks tend to see deformation and failure in the initial support arch crown, arch waist, side walls, emergency parking belt ends, and areas near the intersection of main tunnel and transverse tunnel, which are key parts that need to be reinforced. Reinforced anchor cables utilize the displacement rate differences between the initial support surface and the interior of the surrounding rock to anchor the initial support to a relatively stable rock. The application of pre-tensioning forces of reinforced anchor cables can quickly reduce the bending moments of the hazardous cross-section of initial support, while providing active support forces to the surrounding rock. Reinforced anchor cables enhance the constraint conditions of key parts of initial support and improve the bearing capacity of the initial support for subsequent additional loads. It is not necessary for the pre-tensioning force of reinforced anchor cables to go as high as possible. The value is recommended to be 100-300 kN. The reinforced anchor cables have achieved rapid and active reinforcement of the initial support structure, with ideal application results.
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图 1 边墙向隧道内显著收敛变形
Figure 1. Significant convergence deformation at side wall towards tunnel
图 4 交叉口人行/车行横洞边墙部位显著变形
Figure 4. Significant deformation at side walls of pedestrian/vehicular crossings
图 5 紧急停车带端头一侧拱腰显著变形
Figure 5. Significant deformation at arch waist of emergency parking belt end
图 6 初期支护关键部位补强锚索支护设计
Figure 6. Design of reinforced anchor cable support for key parts of initial support
图 7 基于围岩位移速率的补强锚索加固原理
Figure 7. Principle of reinforced anchor cable based on displacement rate of surrounding rock
图 8 补强锚索主动加固效应解析模型
Figure 8. Analytical model for active reinforcement effect of reinforced anchor cables
图 9 补强锚索位置处初期支护截面的弯矩
Figure 9. Bending moments of initial support sections at position of reinforced anchor cable
图 10 不同预紧力下初期支护截面的弯矩分布
Figure 10. Bending moment distributions of initial support section with different pre-tensioning forces
图 11 不同预紧力下的围岩抗力分布
Figure 11. Distribution of rock resistance with different pre-tensioning forces
图 12 不同预紧力下初期支护拱顶补强效果对比
Figure 12. Comparisons of reinforcement effect at initial support arch crown with different pre-tensioning forces
图 13 不同预紧力下初期支护边墙补强效果对比
Figure 13. Comparisons of reinforcement effect at initial support side walls with different pre-tensioning forces
图 14 不同预紧力下初期支护拱腰补强效果对比
Figure 14. Comparisons of reinforcement effects at initial support arch waist with different pre-tensioning forces
图 21 横洞与主洞交叉口补强加固效果
Figure 21. Strengthening effect of intersection between transverse tunnel and main tunnel
表 1 补强锚索主要设计参数
Table 1. Main design parameters for reinforcing anchor cables
名称 参数 钢绞线 规格：ϕ21.8 mm防腐钢绞线 长度：10.3 m(有效长度为10.0 m) 排数：沿隧道纵向设置1~2排 纵向间距：与钢架保持一致 W型钢带 宽度为280.0 mm、厚度为2.8 mm，材质为Q235 沿隧道纵向布置 锚垫板 尺寸：300 mm×300 mm×16 mm 树脂锚固剂 Z2360/2350，每孔2~3支 锚具 KM22-1860型 预紧力 250~300 kN 在锚固剂搅拌完毕30 min后进行施加 补强位置 初期支护关键部位每两榀钢架之间 
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表 2 补强锚索施工相关设备
Table 2. Equipment related to reinforcing anchor cable construction
名称 规格 钻机 MQT-130/3.2单体气动式锚杆(索)钻机 钻杆 接长式B19钻杆 钻头 直径30 mm或32 mm 搅拌驱动器 ϕ21.8 mm锚索搅拌器 张拉机具 MQ22-300 锚垫板 尺寸：300 mm×300 mm×16 mm 锚固剂 Z2360/2350，每孔2~3支 锚具 KM22-1860型
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