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Seepage pressure control measures for lining of deep buried hydraulic tunnels
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摘要: 我国西部高山峡谷地区水电站工程地下水位高, 深埋水工隧洞衬砌外水压力大, 防渗排水措施要求高。为减小作用于衬砌上的外水压力, 提高衬砌结构的安全性和经济性, 同时减小排水对地下环境的影响, 需要采取合理的围岩防渗排水措施。结合某在建水电站工程, 拟采用固结灌浆、排水孔等防渗排水措施, 建立泄洪洞的三维有限元模型, 精细模拟固结灌浆和排水孔作用, 研究不同方案下隧洞围岩浸润面变化和衬砌所受渗透压力分布规律。结果表明：泄洪洞深部固结灌浆可大幅减少围岩地下水内渗, 有效降低对地下水位的影响, 有利于生态环境保护；排水孔的排水降压作用显著, 可有效减小衬砌所受外水压力。若需兼顾考虑地下水环境影响及有效减小衬砌所受外水压力时, 可采用深固结灌浆联合浅排水孔的处理方案, 且建议固结灌浆范围为5~8 m, 排水孔深度1~2 m。Abstract: Groundwater levels of hydropower stations are relatively high in the western alpine gorge area. The external water pressure on the lining of deep buried hydraulic tunnel is larger. So the anti-seepage and drainage measures should be demanded strictly. In order to reduce the seepage pressure and the drainage effect on the underground environment as well as to improve the safety and economy of lining structures, it is necessary to take some effective anti-seepage and drainage measures for surrounding rocks. For a hydropower station under construction, the consolidation grouting and the drainage hole are considered as the anti-seepage and drainage measures respectively. Then, a three-dimensional finite element model of spillway tunnel is established, which can finely simulate the consolidation grouting and the drainage hole. The phreatic surface changing rule of surrounding rocks for the tunnel and the seepage pressure distribution of the lining structure are analyzed. Results show that the seepage discharge from wall rock to tunnel and the influence of drainage on underground water level would decrease if the consolidation grouting is adopted. The consolidation grouting is beneficial for to the environmental protection. In addition, the effects of drainage hole can reduce the seepage pressure on the tunnel lining remarkably. When the influence of drainage on the groundwater environment and the effect of the drainage hole are both taken into account, the treatment scheme combined with deep consolidation grouting and shallow drain holes is proposed, meanwhile the consolidated grouting area and the drain depth are suggested to be 5~ 8 m and 1~ 2 m respectively.
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Key words:
- hydraulic tunnel /
- consolidation grouting /
- drainage hole /
- tunnel lining /
- seepage pressure
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图 4 泄洪洞衬砌及排水孔三维有限元网格
Figure 4. 3D FEM mesh of spillway tunnel lining and drainage holes
图 5 方案3泄洪洞围岩渗流场位势分布(单位:m)
Figure 5. Seepage equipotential line distribution of surrounding rock in scheme 3 (unit:m)
图 6 泄洪洞偶数孔中心横剖面地下水位线变化
Figure 6. Changes of groundwater level at center section of even numbered holes
图 7 偶数孔中心横剖面顶拱衬砌上的渗压水头分布(沿拱圈展开)
Figure 7. Seepage pressure distribution of top arch tunnel lining at section of even numbered holes
图 8 衬砌洞轴线剖面沿围岩深度方向的渗压水头分布
Figure 8. Seepage pressure distribution of lining structure along depth of surrounding rock
表 1 泄洪洞防渗排水处理方案
Table 1. Anti-seepage treatment scheme for spillway tunnel
方案编号 方案说明 模拟方法 1 围岩仅进行深固结灌浆，灌浆深度8 m 排水孔设置为不透水边界，固结灌浆区域渗透系数取正常系数 2 顶拱仅设置浅排水孔 排水孔设置为出渗边界，固结灌浆区域取周边围岩渗透系数 3 顶拱设置浅排水孔且围岩进行深固结灌浆，灌浆深度8 m 排水孔设置为出渗边界，固结灌浆区域渗透系数取正常系数 4 顶拱设置浅排水孔且围岩进行深固结灌浆，灌浆深度5 m 排水孔设置为出渗边界，固结灌浆区域渗透系数取正常系数 
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