Prediction of water inflow after excavation of underground chamber group with long span and high buried depth
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摘要:
大型地下洞室群开挖后的涌水量预测对于地下工程的安全施工与运行具有重要意义。为预测地下洞室群开挖后的涌水量，以提供排水防渗设计参考，以新疆某抽水蓄能电站大型地下厂房洞室群为研究对象，分别从地下水活动特征、钻孔压水试验成果、岩体结构面发育情况等方面分析坝址区岩体的渗透特性。为体现预测结果的可靠性，分别采用地下水动力学法和数值分析法对地下洞室群开挖后的地下水渗流场变化和正常涌水量进行分析和预测。研究结果表明：地下洞室群开挖后具有明显的渗漏和排水作用，主厂房承担了洞室群渗流的大部分涌水量，最易发生渗透破坏变形的部位位于洞室开挖线边角处。地下水动力学法和数值分析法预测的洞室群开挖后的正常涌水量分别为
7442.88 m3/d和7218.32 m3/d，结果误差为3.1%，两者预测结果吻合较好。基于工程安全角度考虑，选取地下水动力学法佐藤邦明经验式计算结果7442.88 m3/d作为该抽水蓄能电站地下厂房洞室群开挖后正常涌水量预测值。分析成果可为大型地下洞室群开挖施工及排水防渗设计提供参考依据。Abstract:Predict the water inflow after excavation of large underground caverns is crucial for the safe construction and operation of underground engineering. To predict the water inflow of underground caverns after excavation and provide guidance for drainage and anti-seepage design, this study focused on the large underground powerhouse caverns of a pumped storage power station in Xinjiang, and analyzed the seepage characteristics of rock mass in the dam site area in terms of groundwater activity characteristics, borehole water pressure test, and the development of structural planes in the rock mass. To enhance the reliability of the prediction results, the change of groundwater seepage field and normal water inflow after excavation of underground caverns are analyzed and predicted by groundwater dynamics method and numerical analysis method, respectively. The results show that significant seepage and drainage occur after the excavation of the underground caverns, with the main powerhouse bearing the majority of the water inflow from the surrounding cavern group. The most prone to seepage failure and deformation is located at the corner of the excavation line of the cavern. The normal water inflow after excavation of the cavern group predicted by the groundwater dynamics method and the numerical analysis method are 7 442.88 m3/d and 7 218.32 m3/d, respectively, resulting in a 3.1% error, demonstrating strong agreement between the two methods. Based on engineering safety considerations, the calculation result of Sato’s empirical formula 7 442.88 m3/d is selected as the predicted value of normal water inflow after excavation of underground powerhouse cavern group of a pumped storage power station. These findings provide a scientific basis for the drainage and anti-seepage design of a large underground cavern group in the early stage of construction.
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表 1 吕荣值加权平均值计算表
Table 1. Weighted average calculation of Lugeon value
渗透性强弱 范围值
/Lu平均值
/Lu权重
/%加权平均
吕荣值/Lu微透水 0～1.0 0.50 8.8 0.044 弱透水 >1.0～10.0 5.50 63.5 3.492 中透水 >10.0～21.7 15.85 27.7 4.390 平均值 0.044 Lu+3.492 Lu+4.390 Lu=7.926 Lu 平均渗透系数 K=7.926 Lu= 0.03424 m/d
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表 2 地下洞室群涌水量计算参数表
Table 2. Parameters of water inflow in the underground caverns
计算参数 主厂房 主变室 尾闸室 长/m 239 180 159.5 宽/m 26.6 19.5 8.0 高/m 62.0 34.2 24.4 底板高程/m 1 667.4 1 697.4 1 675.6 地下水位/m 2 037 2 037 2 037 等价圆半径/m 22.92 14.57 7.88 含水层厚度/m 379.6 349.6 371.4 静止水位到等价圆中心距离/m 346.68 325.03 353.52 影响半径/m 684.27 483.82 662.22 降深值/m 94.90 69.92 92.85
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表 3 地下水动力学法计算涌水量结果
Table 3. Normal water inflow of cavern group calculated by groundwater dynamics method
厂房部位 多布诺沃里斯基公式/（m3·d−1） 佐藤邦明经验式/（m3·d−1） 主厂房 2603.95 3313.29 主变室 2005.92 2192.40 尾闸室 1906.98 1917.19 总计 6516.85 7442.88
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表 4 模型材料物理参数取值表
Table 4. Physical parameters of model material
岩（土）名称 天然密度
/（g·cm−3）饱和密度
/（g·cm−3）孔隙率
/%渗透系数
/（10−6 m·s−1）吸水率
/%饱和含水率
/%各向异性
（Kx/Ky）风化层 2.30 2.46 38.00 23.00 2.60 6.30 0.5 上库白云岩 2.76 2.83 1.56 2.00 0.09 0.23 1.0 凝灰岩 2.72 2.78 0.67 0.50 0.08 0.15 1.0 下库白云岩 2.68 2.76 1.21 0.23 0.39 0.33 1.0
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表 5 数值法计算结果
Table 5. Results of numerical method
部位 洞室长度/m 单宽水流量/（10−4 m3·s−1·m−1） 正常涌水量/（m3·d−1） 主厂房 239.0 2.27207 4 691.73 主变室 180.0 0.43757 680.51 尾闸室 159.5 1.34382 1 846.08 总计 — — 7 218.32
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表 6 数值法与地下水动力学法计算地下洞室群开挖后正常涌水量结果
Table 6. Normal water inflow after excavation of underground caverns calculated by numerical method and groundwater dynamics method
数值分析法
/（m3·d−1）多布诺沃里斯基公式
/（m3·d−1）佐藤邦明式
/（m3·d−1）主厂房 4 691.73 2 603.95 3 313.29 主变室 680.51 2 005.92 2 192.40 尾水室 1 846.08 1 906.98 1 917.19 总计 7 218.32 6 516.85 7 442.88
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