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Numerical simulation of underground wall for retaining water at dam foundation of Longkaikou hydropower station
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摘要: 以龙开口水电站坝基深槽开挖工程为依托，采用有限元法用四节点的薄板单元模拟钢筋混凝土防渗墙墙体，为防渗墙上游侧卵石河床地基土体的支承刚度系数及防渗墙支护结构建立有限元分析模型。通过分析提出了防渗墙支承刚度系数的确定方法，并分析了不同支撑条件下防渗墙的可靠性。结果表明：防渗墙与砂卵石地基土体之间的接触形式接近于滑动支撑连接，压缩模量取值越大，土体支撑刚度系数也越大；不同支撑条件下，防渗墙位移变化比内力变化更明显，支撑条件对墙体变形影响较大。Abstract: Based on the deep trench excavation works of the dam foundation of the Longkaikou hydropower station, the reinforced concrete underground wall for retaining water with four-node thin-slab element is simulated by a finite element analysis method in this study. A finite element analysis model for supporting stiffness coefficients of the foundation soil mass on the upper side of the underground wall for retaining water and its supporting structures is developed in the study. Based on the analysis, a determination method of the supporting stiffness coefficients of the underground wall for retaining water is put forward, and the analysis of the reliability of the impervious wall under different support conditions is carried out. The analysis and simulation results show that the changes of the impervious wall displacement are larger than the internal force, and that the support conditions have great influences on deformation of the impervious wall under the different support conditions. The research results given by this paper can provide a reliable theoretical basis for the construction and monitoring of the deep groove impervious wall located at the dam foundation of the long open hydropower station, and a reference for the similar hydropower works.
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图 1 单层人字形防渗墙方案(单位：cm)
Figure 1. Monolayer herringbone underground wall for retaining water (unit: cm)
图 7 模型A中防渗墙内力
Figure 7. Internal force of underground wall for retaining water in model A
图 8 模型B中防渗墙的内力
Figure 8. Internal force of underground wall for retaining water in model B
图 9 模型C中防渗墙的内力
Figure 9. Internal force of underground wall for retaining water in model C
图 10 IN7-2倾斜仪在防渗墙EL.1 166 m~1 187 m处测得的累积位移
Figure 10. Measured cumulative displacement by IN7-2 inclinometer at EL.1 166-1 187 m of underground wall for retaining water
图 11 防渗墙变形对比
Figure 11. Comparison of deformations of underground wall for retaining water
表 1 不同模型中各节点Y方向的反力
Table 1. Reacting forces of nodes of different models in Y aixs direction kN
kN 节点号 X坐标值/
mY方向反力 模型1 模型2 模型3 模型4 67 1 44.1 33.8 503.4 386.2 68 2 39.6 36.6 452.8 418.3 70 4 37.6 36.4 429.9 415.8 72 6 37.0 35.8 423.3 409.6 74 8 37.6 36.5 430.0 417.0 76 10 39.6 32.9 453.0 420.5 77 11 44.1 34.1 503.7 389.2 
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