Research on the law of water inrush disasters in pipeline-type karst tunnels under the coupling effect of stress-seepage-damage
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摘要: 为研究管道型岩溶隧道的突水灾变规律，以毕节市大寨隧道为工程背景，考虑围岩的应力−渗流−损伤耦合作用，采用FLAC 3D对管道型岩溶隧道掘进过程中围岩位移、塑性区、渗透系数以及涌水量变化规律展开数值模拟研究，在此基础上了对比分析了无岩溶管道以及不同岩溶水压对隧道突水灾变特征的影响。数值模拟结果表明：（1）隧道掌子面距岩溶管道4 m以上时，隧道围岩稳定性良好，而隧道开挖一旦全部揭露岩溶管道，则管道内充填岩体会逐渐塑性屈服并发生整体滑移失稳，导致隧道出现突水突泥事故，这与实际工程状况保持一致。（2）管道型岩溶隧道掘进过程中的涌水量大致呈“S型曲线”变化，表现出很强的突发性和较大的体量性；（3）溶洞承压水通过岩溶管道向隧道内发生突水存在一个启动压力，只有超过这个启动压力，隧道才会发生突水突泥事故，且其突水量与岩溶水压呈现出明显的指数递增关系。Abstract:
With the strategy of "advancing the development of China's western regions", the construction of tunnels in karst areas has increased significantly. Among these tunnels, the karst pipeline is a kind of structure prone to disasters caused by the filling which is developed under the action of surface rainfall and groundwater dissolution. Generally, this kind of structure is small with sufficient water supply, so it is not easy to be found in the early geological survey. Once the karst pipeline is exposed by tunnel excavation, under the combined action of groundwater pressure and construction disturbance stress, the filling medium in the karst pipeline will be damaged, resulting in the decrease of its anti-sliding force and the increase of permeability. Consequently, it is easy to cause an accident of water and mud inrush. However, previous research rarely focuses on the sudden change of mechanical and permeability properties of surrounding rock and pipeline filling medium after the rock and medium have been damaged. This is inconsistent with the actual complex evolution process of water inrush disasters in pipeline-type karst tunnels. Aiming at water inrush disasters in pipeline-type karst tunnels, some scholars take the influence of tunnel excavation disturbance into consideration, and study the evolution process and disaster mechanism of water inrush disasters in pipeline-type karst tunnels through theoretical analysis, physical model test and numerical simulation. Taking the different occurrence forms of karst pipelines into account, some other scholars analyze the influence of the location and size of karst pipeline development as well as the influence of the water level of water-bearing body on the safety of karst tunnel excavation by establishing a geological model of water inrush in karst pipelines. These research results greatly ensure the excavation safety of pipeline-type karst tunnels. However, they rarely focus on the mechanical and permeability properties of the surrounding rock and pipeline filling medium after they have been damaged. In this study, we took Dazhai Tunnel in Bijie City as an example and took the stress-seepage-damage coupling effect of surrounding rock into consideration to explore the law of water inrush disasters in pipeline-type karst tunnels. Furthermore, using FLAC 3D, we studied the displacement of surrounding rock, the plastic zone, the permeability coefficient and the variation law of water inrush during the tunneling process of pipeline-type karst tunnels. On this basis, we conducted a comparative study of the effects of karst-free pipelines and different karst water pressures on the characteristics of water inrush disasters in tunnels. The numerical simulation results show that: (1) When the tunnel face is more than 4 m away from the karst pipeline, the maximum displacement of surrounding rock on the left wall, right wall, bottom arch, top arch and tunnel face will be stabilized at 25.0 mm, 24.5 mm, 14.1 mm, 18.2 mm and 34.1 mm respectively. However, once the karst pipeline is completely exposed by tunnel excavation, the filling rock body inside the karst pipeline will be prone to plastic yielding, and thus cause the overall slipping and instability. This phenomenon will result in accidents of water and mud inrush in tunnels. The result is consistent with the actual engineering situation, indicating the rationality of the mathematical model established under the coupling of stress-seepage-damage in this study. (2) The amount of water inflow during the tunneling process of the pipeline-type karst tunnel roughly changes in an "s-shaped" curve, showing strong suddenness and a large volume. When some karst pipelines are exposed by tunnel excavation, water inflow increases from 5.9 m3·h−1 to 256.0 m3·h−1; when all karst pipelines are exposed by tunnel excavation, water inflow reaches 588.7 m3·h−1. (3) If there are no karst pipelines, large displacement as well as large water inflow will not be generated by tunnel excavation through the karst cave when it is far away from the tunnel. This result indicates that the existence of karst pipelines provides a potential water-conducting channel for water inrush from karst cave to tunnel. (4) There is a starting pressure when a water inrush occurs from the karst pipeline to the tunnel. Only when the starting pressure is exceeded, will an accident of water and mud inrush occur in the tunnel, and the water inrush amount presents an obvious exponential increasing relationship with the karst water pressure. -
Key words:
- karst pipeline /
- water inrush disaster /
- displacement /
- plastic zone /
- permeability coefficient /
- water inflow
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图 1 岩溶管道与隧道相对位置示意图
Figure 1. Schematic diagram of relative positions of karst pipeline and tunnel
图 2 管道型岩溶隧道掘进数值模拟模型
Figure 2. Numerical simulation model of the tunneling of pipeline-type karst tunnel
图 3 管道型隧道掘进过程中表面围岩最大位移变化曲线
Figure 3. The maximum displacement curve of the surface surrounding rock during the tunneling process
图 4 管道型隧道掘进过程中剖面A处围岩的位移变化图
Figure 4. Diagram of displacement change of surrounding rock at section A during the tunnelling process
图 5 管道型隧道掘进过程中剖面A处围岩塑性区变化图
Figure 5. Diagram of plastic zone change of surrounding rock at section A during the tunneling process
图 6 管道型隧道掘进过程中剖面A处围岩的渗透系数变化图
Figure 6. Diagram of permeability change of surrounding rock at section A during the tunneling process
图 7 管道型隧道掘进过程隧道内涌水量的变化曲线
Figure 7. Variation curve of water inflow in the tunnel during the tunneling process
图 8 无岩溶管道下剖面A处围岩在隧道开挖通过后的位移以及渗透系数分布图
Figure 8. Distribution of displacement and permeability coefficient of surrounding rock at section A after tunnel excavation without karst pipeline
图 9 无岩溶管道下隧道涌水量的变化曲线
Figure 9. Variation curve of tunnel water inflow without karst pipeline
图 10 不同岩溶水压条件下剖面处围岩在隧道开挖通过后的位移分布图
Figure 10. Displacement distribution of surrounding rock after tunnel excavation under different karst water pressures
图 11 不 同岩溶水压条件下剖面处围岩在隧道开挖通过后的渗透系数分布图
Figure 11. Distribution of permeability coefficient of surrounding rock at the profile after tunnel excavation under different karst water pressures
图 12 不同岩溶水压条件下隧道的涌水量变化曲线
Figure 12. Variation curve of tunnel water inflow under different karst water pressures
图 13 隧道最大涌水量随岩溶水压的变化曲线
Figure 13. Variation curve of maximum water inflow with karst water pressures in the tunnel
表 1 岩溶隧道周边岩体的力学与渗透参数
Table 1. Mechanical and permeability parameters of rock mass around karst tunnel
岩体名称 初始弹性
模量/MPa残余弹性
模量/MPa泊松比 初始内
聚力/MPa残余内
聚力/MPa内摩擦
角/°抗拉强
度/MPa孔隙
率初始渗透
系数/cm·s−1α β Ⅳ级围岩 3 000 600 0.28 0.5 0.1 33 0.3 0.18 2.0×10−7 200 5.0 管道充填物 400 40 0.35 0.2 0.02 22 0.05 0.36 5.0×10−8 300 4.5 
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