Application of comprehensive geological prediction technology in Wuzhishan Tunnel
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摘要: 在复杂地质隧道施工过程中，为了探明掌子面前段地质情况，预防隧道软岩断裂、涌水突泥等不良地质作用，应以地质分析为主线，长短距离超前地质预报相结合为依据，建立隧道动态综合预报及设计的管理体系。在G4216线仁寿至屏山新市段高速公路五指山特长隧道施工中，针对多种不良地质体，采用了地质分析法、超前水平钻探法、地质雷达法、瞬变电磁法、地震波法等超前地质预报方法，建立隧道动态综合预报及设计的管理体系，指导动态设计，并根据施工进度进行开挖后的对比验证。该管理体系降低了隧道施工的地质安全风险，具有科学性、经济性和安全性，可为类似复杂地质条件的隧道超前地质预报和动态设计提供参考和借鉴。Abstract: During the construction of tunnels under complex geological conditions, to investigate the geological conditions ahead of the tunnel face and prevent adverse geological hazards such as soft rock fracture, water inrush and mud outburst, a management system for dynamic comprehensive geological prediction and design of tunnels should be established with geological analysis as the main line and the combination of long and short distance advanced geological prediction as the basis. In the construction of the Wuzhishan Extra long Tunnel on the Renshou to Pingshan Xinshi section of the G4216 Expressway, aiming at various adverse geological bodies, multiple advanced geological prediction methods including geological analysis, advanced horizontal drilling, ground penetrating radar, transient electromagnetic method and seismic wave method were adopted. A management system for dynamic comprehensive prediction and design was constructed to guide dynamic design, and post excavation comparative verification was carried out according to construction progress. This management system reduces geological safety risks in tunnel construction, featuring scientificity, economy and safety. It can provide references for advanced geological prediction and dynamic design of tunnels under similar complex geological conditions.
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图 1 地质雷达法超前预报工作原理示意图
Figure 1. Schematic diagram of working principle for advance prediction using Ground Penetrating Radar (GPR) method
图 2 瞬变电磁法工作原理示意图
Figure 2. Schematic diagram of working principle of Transient Electromagnetic (TEM) method
图 3 地震反射法工作原理示意图
Figure 3. Schematic diagram of working principle of Seismic Reflection (SR) method
图 4 五指山隧道背斜构造示意图
Figure 4. Schematic diagram of the anticlinal structure of Wuzhishan tunnel
图 6 隧道左洞ZK139+103—ZK139+073段地质图
Figure 6. Geological map of the left tunnel section ZK139+103—ZK139+073
图 7 隧道动态综合预报及设计的管理体系流程图
Figure 7. Flowchart of the management system for tunnel dynamic comprehensive prediction and design
图 8 掌子面超前钻孔布置示意图（单位：mm）
Figure 8. Schematic diagram of the layout of advance drilling at the tunnel face (Unit: mm)
图 9 掌子面围岩及现场钻孔照片
Figure 9. Photos of surrounding rock at the tunnel face and in-situ drilling
图 10 地质雷达测试图像
Figure 10. Radar test images of ZK139+089 (left-right) and ZK139+135 (left-right)
图 11 纵波波速及开挖风险等级分布图
Figure 11. Distribution map of P-wave velocity and excavation risk level
图 14 掌子面视电阻率断面扇形图
Figure 14. Sector diagram of the apparent resistivity cross-section at the tunnel face
表 1 各超前地质预报方法的特点
Table 1. Characteristics of various advance geological prediction methods
预报方法 理论原理 针对地质构造 预报距离/m 优点 缺点 预报精度 地质分析法 地质理论+经验 均适用 <10 成本低，可正常施工 受人员水平和经验影响，人为因素大 高 超前水平钻探法 直接钻孔
揭露地层均适用 <80 直观，直接有效，说服力强 成本高，耗时长，易发生漏探漏报 高 地质雷达法（GPR） 电磁波+
介电常数围岩破碎带、断层、岩溶、空洞、裂隙水 <30 分辨率高，围岩周边无扰动 距离短，受金属等介质干扰因素大 高 瞬变电磁法（TEM） 电阻率+
二次场衰减溶隙、含水破碎带、含水裂隙、低阻断层带 <120 对富水地段敏感，电阻衰减明显 受金属等介质干扰因素大 低 地震波法
（TGP、TSP）地震波+波阻抗 断层、破碎岩体 100～200 直观，对规模较大的不良地质体(断层、破碎岩体等)界面探测效果较好 能量不集中，定位不准确，反射面接受干扰因素大 低 
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表 2 各超前地质预报组合分析与实际开挖情况对比
Table 2. Comparison of combined analyses of various advanced geological prediction methods with actual excavation conditions
编号 设计方案及预测方法 预测地质情况 预报结论 组合分析判定 实际开挖情况 对比评价 1 设计方案 1. ZK139+115—ZK139+093为灰岩、泥灰岩、粉砂质泥岩；粉砂质泥岩呈紫色、紫红色，泥灰岩呈灰黄色，灰岩呈白灰色，均呈薄—中厚层状，层状砌体—碎裂结构；
2. ZK139+093—ZK139+073为岩溶角砾岩夹泥灰岩，灰、灰白、灰黄色，灰岩呈角砾状，含膏盐，溶蚀强烈，部分胶结，岩质软，部分并被黏土充填，存在溶隙、溶孔、溶蚀管道等溶蚀现象；
3. 局部存在溶蚀管道，隧道开挖过程中拱顶和侧壁稳定性低，易发生大型坍塌，有集中涌突水可能设计为
Ⅴ级围岩组合分析：
1. 掌子面ZK139+103围岩情况：岩体破碎严重，自稳性极差，局部剥离，掌子面出现涌状水流，拱顶为淋雨状。掌子面不良气体检测数据显示：瓦斯（浓度≤0.02%），无其它不良气体；
2. 据超前地质预报判断，参考地应力测试分析报告（本段埋深为950～959 m），并结合围岩判定描述的重要指标，隧道开挖过程中拱顶和侧壁稳定性低，易发生大型坍塌，有集中涌突水可能，建议增强支护参数施工
综合分析判定：
本段围岩为Ⅴ级围岩，ZK139+103—ZK139+073段衬砌结构按Z5a型、超前支护按B型设计施工1.（ZK139+103—ZK139+83）围岩为灰岩、泥灰岩、粉砂质泥岩，岩质软，岩体破碎，完整性差，有溶蚀现象，地下水发育，拱顶至两侧拱腰呈淋雨状出水，掌子面有股状水流，层间结合差，稳定性差，左侧拱部掉块严重，有小型塌腔（环向长度约4 m，宽2 m，高2 m）；
2.（ZK139+080—ZK139+078）围岩为灰岩、泥灰岩，岩质软，岩体破碎，完整性差，地下水发育，拱顶呈淋雨状出水，层间结合差，局部有黏土填充，稳定性差。有塌腔（环向长度约2.5 m，宽2 m，高2 m）；
3.（ZK139+076—ZK139+073）围岩为灰岩、泥灰岩、岩溶角砾岩，岩质软，有一定的溶蚀现象、破碎，拱顶至两侧拱腰呈淋雨状出水，层间结合差，局部有黏土填充，稳定性差基本吻合 2 钻探法 主要为泥灰岩夹角砾岩夹泥，含膏盐，岩质软—极软，岩体破碎，节理裂隙极发育，存在强烈溶蚀现象，部分被黏土充填，存在溶隙。隧道开挖过程中拱顶和侧壁稳定性低，易发生大型坍塌，地下水发育，有集中涌突水可能 建议按Ⅴ级围岩适当增强支护参数 基本吻合 3 TSP法 据岩体破碎三维图、纵波波速分布图和含水三维图推断分析：ZK139+092—ZK139+088段右侧附近、ZK139+077—ZK139+067段中左附近应力反射信号强，推测岩质软弱，溶蚀裂隙较发育，层间结合差，岩体较破碎，稳定性差，开挖面拱部易失稳坍塌，地下水弱发育
建议按Ⅴ级围岩 基本吻合 4 GPR法 前方围岩为泥灰岩夹灰岩，岩质软，岩体破碎，完整性差，地下水较发育，层间结合差，稳定性差，部分含软弱层或泥夹层 建议按Ⅴ级围岩 吻合 5 TEM法 前方围岩较破碎—一般破碎不等且富水性强。推断可能出现浸渗–滴水现象，65 m范围内掌子面岩层富水性增强，岩层逐渐变差，可能出现股状出水现象，有涌突水可能 建议按Ⅴ级围岩 基本吻合 注：目标预报段左线ZK139+103—ZK139+073；围岩V级、衬砌结构Z5a型、超前支护B型。
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