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Study on safety of a high earth-core rockfill dam considering contact effect between dam and foundation
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摘要: 传统的土石坝结构计算分析中通常忽略坝体与基岩之间的摩擦滑动变形, 这与实际情况不符，坝体-地基接触摩擦效应对于修建在狭窄陡峻河谷区的特高坝表现尤为明显。采用三维有限元方法对修建在狭窄河谷区特高心墙堆石坝结构安全性进行了研究，研究中考虑了坝体-地基摩擦接触效应，模拟了水库蓄水、坝料湿化、流变等多因素共同作用下坝体结构力学行为以及坝体-地基接触位移演化过程。基于倾度法对坝体运行过程中可能的裂缝扩展区域进行了预测。研究得出：对于狭窄河谷上特高土石坝，坝体与地基的相对滑移较大，计算中应予以考虑。研究结论可为峡谷区特高心墙堆石坝设计提供技术依据。Abstract: With a traditional method to calculate the stress and deformation of earth-rock dam, the contact effect between the dam and the bedrock is neglected, which is not consistent with the actual condition. The contact friction has a significant effect on the high dams located in the narrow and steep valleys. In this research, a high earth-core rockfill dam to be built in a narrow valley area is studied, the friction contact effect between the dam and the bedrock, water storage, wetting and rheology effect are all considered to simulate the dam body behaviors. Based on the deformation gradient method, the area where cracks may occur during the operation of the dam is predicted. Calculation results are used to evaluate the safety of the earth-core rockfill dam. It is found that the relative slip displacement between dam body and foundation is large for high earth-rock dams in narrow river valleies and should be considered. The conclusion of the study can provide technical basis for the design and construction of high earth-core rockfill dams located in canyon areas.
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图 1 如美心墙堆石坝典型材料分区(单位：m)
Figure 1. Maximum cross section of the Rumei earth-core rockfill dam (unit: m)
图 2 如美心墙堆石坝填筑蓄水过程(单位：m)
Figure 2. Construction schedule of the Rumei earth-core rockfill dam (unit: m)
图 4 竣工期坝体位移分布(单位：cm)
Figure 4. Deformation of the Rumei rockfill dam at completion (unit: cm)
图 5 蓄水初期坝体位移分布(单位：cm)
Figure 5. Deformation of the Rumei rockfill dam at the first time of water storage (unit:cm)
图 6 运行8年后坝体位移分布(单位：cm)
Figure 6. Deformation of the Rumei rockfill dam after 8 years operation (unit:cm)
图 10 运行期砾质心墙与接触黏土应力水平
Figure 10. Stress level of the core and the contact clay in the operation period
图 11 运行期坝体-地基接触面相对滑移
Figure 11. Displacement between dam-foundation interface during operation period
图 12 工后坝体-地基接触面相对滑移增量
Figure 12. Displacement between dam-foundation interface after dam completion
表 1 如美筑坝料邓肯E-B模型参数
Table 1. Parameters of the E-B model of the Rumei dam materials
材料分区 ρ/(g·cm-3) 非线性强度 K n Rf Kb m φ0/° Δφ/° 堆石Ⅰ 2.170 55.8 10.30 1 066.0 0.413 0.70 936.0 0.066 堆石Ⅱ 2.107 54.2 9.70 975.0 0.400 0.72 724.3 0.075 过渡料 2.115 53.7 9.10 796.0 0.440 0.68 561.8 0.162 反滤Ⅰ料 1.957 55.7 10.10 1 016.8 0.425 0.68 936.3 0.070 反滤Ⅱ料 2.103 52.3 8.00 705.0 0.485 0.70 411.8 0.239 砾质土料 2.220 44.7 8.25 400.0 0.580 0.87 208.0 0.407 接触黏土 1.970 31.9 5.07 126.0 0.681 0.79 67.2 0.400 
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表 2 筑坝料流变模型参数
Table 2. Parameters of the creep model of the Rumei dam materials
坝体分区 流变模型参数 湿化模型参数 α b/% c/% d/% m1 m2 m3 cw/% nw Bw/% 堆石Ⅰ 0.001 0.120 0.022 0.313 0.396 0.542 0.794 0.066 0.62 0.359 堆石Ⅱ 0.001 0.129 0.026 0.364 0.405 0.540 0.817 0.072 0.628 0.419 砾质土料 0.001 0.309 0.055 0.607 0.339 0.479 0.790 0.274 0.307 0.533
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表 3 大坝应力变形特征值
Table 3. Extreme values of the dam stress and deformation
统计时间 顺河向位移/cm 沉降/cm 沉降率/% 大主应力/MPa 小主应力/MPa 指向上游 指向下游 竣工期 26.9 33.1 284.3 0.90 4.65 1.65 初次蓄水 27.9 73.6 307.9 0.98 4.79 1.92 运行8年后 28.4 82.4 317.3 1.00 4.81 1.93
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