Numerical simulation of impact resistance of debris flow dam: A case study of the debris flow dam in Sanyanyu Gully, Zhouqu County, Gansu Province
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摘要:
为提高泥石流重力式拦挡坝的设计安全和避免资金投入过大而造成浪费，选择合理的泥石流冲击力作为设计依据尤为重要。文章结合舟曲县三眼峪沟灾后重建防治工程相关数据，利用有限元软件ABAQUS进行计算分析，采用增量加载的数值计算方法，分别求得2种工况下重力式拦挡坝的抗冲击力。根据三眼峪沟治理工程运行至今的反馈情况，证明在泥石流治理工程设计中，冲击力选择工况1和2的平均值较合理，同时说明该方法与经验公式结合使用，其结果更加精确可靠，在泥石流工程设计和研究中具有良好的应用前景。
Abstract:In order to improve the design safety of gravity dam and avoid excessive capital investment and waste, it is very important to choose a reasonable debris flow impact as the design basis. This paper takes Sanyanyu ditch debris flow disaster prevention and control project as the background, based on ABAQUS, to calculate limit resistance analysis on gravity dam of Sanyanyu ditch debris flow. The numerical method of increment loading is used to evaluate the lateral impact resistance of gravity dam under two working conditions. According to the feedback from the Sanyanyu prevention and control project, it is proved that the average value of working conditions 1 and 2 of impact force selection is reasonable in the design of debris flow control project, and it is explained that the method is used in combination with the empirical formula, and the results are more accurate and reliable. It has good application prospect in debris flow engineering design and research.
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Key words:
- gravity dam /
- ABAQUS /
- Sanyanyu /
- impact resistance
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表 1 泥石流冲击力计算参数及结果
Table 1. Debris flow impact calculation parameters and results
编号 
/（t·m−3）
/（m·s−1）
/m
/t
/（m·s−1）
/（t·m−2）
/m4
/（t·m−2）
/（t·m−2）大1号坝 2.09 6.56 5.5 162 10.55 0.946 2.8 274.63 22.49 7.14 大2号坝 2.09 6.60 2.8 81 7.53 0.946 2.8 274.63 22.76 7.34 大3号坝 2.03 6.61 8.6 259.2 13.20 0.946 2.8 216.00 22.17 19.95 大4号坝 2.03 8.67 4.3 94.5 9.33 0.946 2.8 421.88 38.15 19.62 小2号坝 2.03 6.56 3.1 83.7 7.92 0.946 2.8 421.88 21.84 4.28 小3号坝 2.13 9.86 5.8 129.6 10.84 0.946 2.8 274.63 51.77 8.98 小4号坝 2.13 5.49 2.8 75.6 7.53 0.946 2.8 421.88 16.05 14.17 小6号坝 2.13 8.12 4.7 121.5 9.76 1.000 2.8 512.00 35.11 37.01 主1号坝 2.13 6.53 11.2 361.8 15.06 0.946 2.8 421.88 22.71 44.35 主2号坝 2.13 6.16 7.5 234.9 12.32 0.946 2.8 343.00 20.21 12.44 
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表 2 混凝土坝和地基碎石土参数
Table 2. Concrete dam and gravel soil parameter
名称 坝体 沟床碎石土 弹性模量/GPa 泊松比 损伤阈值 拉压强度比 弹性模量/MPa 泊松比 黏聚力/kPa 内摩擦角/（°） 剪胀角/（°） 取值 24.0 0.2 2×10−4 0.15 240 0.2 5.0 40 40
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表 3 重力坝冲击力数值模拟验算结果对比表（单位：t/m2）
Table 3. Comparison of results of numerical simulation of impact of gravity dam (unit: t/m2)
编号 经验公式
计算冲击力h=H/2
最大冲击力h=H
最大冲击力计算平均值 大1号坝 22.49 27.00 17.55 22.28 大2号坝 22.76 27.36 17.78 22.57 大3号坝 22.17 26.64 17.32 21.98 大4号坝 38.15 45.84 29.80 37.82 小2号坝 21.84 26.28 17.08 21.68 小3号坝 51.77 62.16 40.40 51.28 小4号坝 16.05 19.32 12.56 15.94 小6号坝 37.01 44.52 28.94 36.73 主1号坝 44.35 53.28 34.63 43.96 主2号坝 20.21 24.36 15.83 20.10
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