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基于增量加载法的泥石流拦挡坝抗冲击力数值模拟

刘兴荣 魏新平 陈豫津 王翔宇

刘兴荣, 魏新平, 陈豫津, 王翔宇. 2021: 基于增量加载法的泥石流拦挡坝抗冲击力数值模拟. 中国地质灾害与防治学报, 32(2): 78-83. doi: 10.16031/j.cnki.issn.1003-8035.2021.02.11
引用本文: 刘兴荣, 魏新平, 陈豫津, 王翔宇. 2021: 基于增量加载法的泥石流拦挡坝抗冲击力数值模拟. 中国地质灾害与防治学报, 32(2): 78-83. doi: 10.16031/j.cnki.issn.1003-8035.2021.02.11
Xingrong LIU, Xinping WEI, Yujin CHEN, Xiangyu WANG. 2021: Numerical simulation of impact resistance of debris flow dam: A case study of the debris flow dam in Sanyanyu Gully, Zhouqu County, Gansu Province. The Chinese Journal of Geological Hazard and Control, 32(2): 78-83. doi: 10.16031/j.cnki.issn.1003-8035.2021.02.11
Citation: Xingrong LIU, Xinping WEI, Yujin CHEN, Xiangyu WANG. 2021: Numerical simulation of impact resistance of debris flow dam: A case study of the debris flow dam in Sanyanyu Gully, Zhouqu County, Gansu Province. The Chinese Journal of Geological Hazard and Control, 32(2): 78-83. doi: 10.16031/j.cnki.issn.1003-8035.2021.02.11

基于增量加载法的泥石流拦挡坝抗冲击力数值模拟

doi: 10.16031/j.cnki.issn.1003-8035.2021.02.11
基金项目: 甘肃省科技计划项目(自然科学基金:18JR3RA251);甘肃科学院与中科院合作项目(2017HZ-03);甘肃科学院科技产业化项目(CY08)
详细信息
    作者简介:

    刘兴荣(1979-),男,甘肃靖远人,硕士,副研究员,主要从事地质灾害防治研究。E-mail:402794885@qq.com

    通讯作者:

    魏新平(1976-),男,甘肃秦安人,学士,高级工程师,主要从事水工环地质等相关专业技术工作的调查评价与勘查设计。E-mail:361819735@qq.com

  • 中图分类号: P642.23

Numerical simulation of impact resistance of debris flow dam: A case study of the debris flow dam in Sanyanyu Gully, Zhouqu County, Gansu Province

  • 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。
  • 图  1  简化力学模型示意图

    Figure  1.  Mechanical model of concrete dam

    图  2  模型边界和网格划分

    Figure  2.  Model boundary and meshing

    图  3  冲击力与坝体最大位移曲线(h=H/2)

    Figure  3.  Pressure and the maximum dam displacement curve(h=H/2)

    图  4  不同泥石流冲击力下拦挡坝的损伤情况(h=H/2)

    Figure  4.  Damage of piles under different impact force of debris flow(h=H/2)

    图  5  冲击力与坝体最大位移曲线(h=H

    Figure  5.  Pressure and the maximum dam displacement curve(h=H

    图  6  不同泥石流冲击力下拦挡坝的损伤情况(h=H

    Figure  6.  Damage of piles under different impact force of debris flow(h=H

    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${\gamma _c}$/(t·m−3${v_c}$/(m·s−1$L$/m$W$/t$V$/(m·s−1$\sin \alpha $$E$/(t·m−2$J$/m4$f$/(t·m−2${F_b}$/(t·m−2
    大1号坝2.096.565.516210.550.9462.8274.6322.497.14
    大2号坝2.096.602.8817.530.9462.8274.6322.767.34
    大3号坝2.036.618.6259.213.200.9462.8216.0022.1719.95
    大4号坝2.038.674.394.59.330.9462.8421.8838.1519.62
    小2号坝2.036.563.183.77.920.9462.8421.8821.844.28
    小3号坝2.139.865.8129.610.840.9462.8274.6351.778.98
    小4号坝2.135.492.875.67.530.9462.8421.8816.0514.17
    小6号坝2.138.124.7121.59.761.0002.8512.0035.1137.01
    主1号坝2.136.5311.2361.815.060.9462.8421.8822.7144.35
    主2号坝2.136.167.5234.912.320.9462.8343.0020.2112.44
    下载: 导出CSV

    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24.00.22×10−40.152400.25.04040
    下载: 导出CSV

    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22.4927.0017.5522.28
    大2号坝22.7627.3617.7822.57
    大3号坝22.1726.6417.3221.98
    大4号坝38.1545.8429.8037.82
    小2号坝21.8426.2817.0821.68
    小3号坝51.7762.1640.4051.28
    小4号坝16.0519.3212.5615.94
    小6号坝37.0144.5228.9436.73
    主1号坝44.3553.2834.6343.96
    主2号坝20.2124.3615.8320.10
    下载: 导出CSV
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    Ministry of Land and Resources of the People's Republic of China. Specification of design for debris flow prevention: DZ/T 0239—2004[S]. Beijing: Ministry of Land and Resources of the People’s Republic of China, 2006. (in Chinese)
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  • 收稿日期:  2020-03-03
  • 修回日期:  2020-04-20
  • 刊出日期:  2021-04-27

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