Application of Numerical Simulation and Analytical Methods to Estimate Hydraulic Parameters of Foundation Pit in Hydropower Stations
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摘要: 四川省大渡河上某水电站目前正处于施工阶段，大坝基坑防渗墙已基本完成施工，但基坑涌水量较大，为评价防渗墙的防渗效果，在两防渗墙间开展了2组抽水试验.根据研究区边界条件，利用综合井函数法初步求取了基坑砂砾层的水文地质参数，并在此基础上采用数值法(groundwater modeling system, GMS)建立水流模型，进行参数的识别、验证，研究表明综合井函数法得到的砂砾含水层渗透系数为19.13~32.24 m/d，GMS拟合得到的渗透系数为26.00 m/d.此外，数值模拟拟合得到的主、副防渗墙渗透系数较小(0.01~0.02 m/d)，说明两防渗墙防渗效果较好.Abstract: A hydropower station located on Dadu River of Sichuan Province is under construction now. The construction of its impervious walls have been completed basically, however, the discharge of water is still large in the foundation pit of hydropower station. In order to evaluate the performance of impervious walls, two pumping tests was conducted between the two impervious walls. According to the boundary conditions of this area, the comprehensive well function was used to obtain the hydrogeological parameters. On the basis, numerical model is established by using GMS (groundwater modeling system) software to obtain the aquifer parameters after identifying and verifying the model. The results indicate that the hydraulic conductivity of aquifer is between 19.13-32.24 m/d by analytical method, and 26.00 m/d by numerical simulation. In addition, the hydraulic conductivity of impervious walls is very small (0.01-0.02 m/d), it is found that the performance of impervious walls is good.
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图 3 第1次抽水试验抽水井映射结果
Fig. 3. The mapping results for the imaginary pumping wells of the first pumping test
图 4 第1次抽水试验#5观测井曲线匹配
Fig. 4. Fitting curve for the observation well #5 in first pumping test
图 5 第1次抽水试验#7观测井曲线匹配
Fig. 5. Fitting curve for the observation well #7 in first pumping test
图 6 第2次抽水试验抽水井映射结果
Fig. 6. The mapping results for the imaginary pumping wells of the second pumping test
图 7 水电站基坑施工期三维模型
Fig. 7. The three-dimensional model for foundation pit of hydropower station during construction
图 9 数值模型边界示意
Fig. 9. The schematic diagram of the boundaries for the mathematical model
图 10 基坑网格剖分
Fig. 10. The picture of mesh discretization in foundation pit of hydropower station
图 12 水位观测值与计算值拟合曲线
Fig. 12. Fitting curve for the hydraulic heads in the observation wells
图 13 水位观测值与计算值拟合曲线
Fig. 13. Fitting curve for the hydraulic heads in the observation wells
图 14 水位观测值与计算值拟合曲线
Fig. 14. Fitting curve for the hydraulic heads in the observation wells
图 15 水位观测值与计算值拟合曲线
Fig. 15. Fitting curve for the hydraulic heads in the observation wells
表 1 抽水试验基本情况
Table 1. The information of the pumping test
抽水次序 抽水井 观测井 抽水时间 抽水流量(m3/h) 1 #6 #3，#5，#6，#7 2013-06-28T11:09—2013-06-28T17:30 23.10 2 #5 #2，#4，#5，#6，#7，#10 2013-07-04T15:00—2013-07-04T16:43 4.63 2013-07-05T08:56—2013-07-05T20:17 24.11 2013-07-05T20:18—2013-07-06T10:26 4.63 
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表 2 解析法求参结果(砂砾层)
Table 2. The results of hydrogeological parameters obtained by analytical method (sandy gravel layer)
特定条件标准曲线对比法 试验次序 观测井 T(m2/d) a(m2/d) K(m/d) ue 第1次抽水试验 5号观测井 573.82 3.50×105 19.13 1.64×10-3 7号观测井 662.10 3.76×105 22.07 1.76×10-3 第2次抽水试验 6号观测井 944.44 4.28×105 31.48 2.21×10-3 7号观测井 967.47 5.14×105 32.24 1.88×10-3
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表 3 分区说明
Table 3. The description for the partition
层数 厚度(m) 分区说明 Ⅰ区 Ⅱ区 Ⅲ区 第1层 5 混凝土灌浆 上游副防渗墙(混凝土防渗墙) 下游主防渗墙(混凝土防渗墙) 第2层 10~55 覆盖层(砂砾层) 上游副防渗墙(混凝土防渗墙) 下游主防渗墙(混凝土防渗墙) 第3层 10~12 弱风化带 上游副防渗墙(帷幕灌浆) \ 第4层 20~30 基岩带 上游副防渗墙(帷幕灌浆) \
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表 4 各岩层参数
Table 4. The parameters for each layer
层数 渗透系数(m/d) 给水度 弹性给水度(ue) Ⅰ区 Ⅱ区 Ⅲ区 Ⅰ区 Ⅱ区 Ⅲ区 Ⅰ区 Ⅱ区 Ⅲ区 第1层 0.01 0.011 0.023 0.01 0.04 0.04 \ \ \ 第2层 26.00 0.011 0.023 \ \ \ 0.006 3 0.003 0 0.003 0 第3层 0.50 0.040 \ \ \ \ 0.040 0 0.004 0 \ 第4层 0.01 0.008 \ \ \ \ 0.002 5 0.001 0 \
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