落石冲击荷载作用下的桩板拦石墙结构动力响应

胡卸文 梅雪峰 杨瀛 罗刚 吴建利

胡卸文, 梅雪峰, 杨瀛, 罗刚, 吴建利. 2019: 落石冲击荷载作用下的桩板拦石墙结构动力响应. 工程地质学报, 27(1): 123-133. doi: 10.13544/j.cnki.jeg.2019-004
引用本文: 胡卸文, 梅雪峰, 杨瀛, 罗刚, 吴建利. 2019: 落石冲击荷载作用下的桩板拦石墙结构动力响应. 工程地质学报, 27(1): 123-133. doi: 10.13544/j.cnki.jeg.2019-004
HU Xiewen, MEI Xuefeng, YANG Ying, LUO Gang, WU Jianli. 2019: DYNAMIC RESPONSE OF PILE-PLATE ROCK RETAINING WALL UNDER IMPACT OF ROCKFALL. JOURNAL OF ENGINEERING GEOLOGY, 27(1): 123-133. doi: 10.13544/j.cnki.jeg.2019-004
Citation: HU Xiewen, MEI Xuefeng, YANG Ying, LUO Gang, WU Jianli. 2019: DYNAMIC RESPONSE OF PILE-PLATE ROCK RETAINING WALL UNDER IMPACT OF ROCKFALL. JOURNAL OF ENGINEERING GEOLOGY, 27(1): 123-133. doi: 10.13544/j.cnki.jeg.2019-004

落石冲击荷载作用下的桩板拦石墙结构动力响应

doi: 10.13544/j.cnki.jeg.2019-004
基金项目: 

国家自然科学基金 41672283

国家自然科学基金 41731285

四川省自然资源厅“8.8”九寨沟地震灾区生态化地质灾害防治重大科技支撑研究课题 KJ-2018-20

详细信息
    作者简介:

    胡卸文(1963-), 男, 博士, 教授, 博士生导师, 研究方向为工程地质、环境地质.Email:huxiewen@163.com

    通讯作者:

    梅雪峰(1987-), 男, 博士生, 研究方向为岩土体冲击动力学.Email:xfmei@my.swjtu.edu.cn

  • 中图分类号: P642.21

DYNAMIC RESPONSE OF PILE-PLATE ROCK RETAINING WALL UNDER IMPACT OF ROCKFALL

Funds: 

the National Natural Science Foundation of China 41672283

the National Natural Science Foundation of China 41731285

Major Scientific and Technological Support Research Subject for the Prevention and Control of Ecological Geological Disasters in "8.8"Jiuzhaigou Earthquake Stricken Area of Department of Natural Resources of Sichuan Province KJ-2018-20

  • 摘要: 桩板拦石墙是针对2008年"5·12"汶川震区高陡斜坡带高位落石灾害难以实施主动加固,而在拟设拦挡部位所采用的一种被动防护措施,适用地形坡度介于25°~35°。为研究此类桩板结构在落石冲击荷载下的动力响应,采用有限元与无限元耦合进行数值模拟,结合经典弹塑性理论,系统分析了桩板拦石墙在不同冲击工况下弹塑性加载与卸荷回弹过程中冲击力、贯入深度、结构耗能效果等特征参量,明确了结构的抗冲击特性。结果表明,本文采用的"无限元"边界可以有效地减小应力波在人工截断边界处反射造成的误差。在冲击速度为10 m·s-1、15 m·s-1、20 m·s-1、25 m·s-1的情况下,本文计算冲击力的大小分别为1.9 MN、2.5 MN、3.1 MN、3.7 MN,结果与Kawahara模型一致,但较Labiouse模型和Hertz弹性解大。根据混凝土损伤理论,提出了损伤等级分类,有效地量化结构破损程度。当速度大于20 m·s-1时,桩、板混凝土拉压损伤严重,结构存在丧失承载力的风险。本文的计算方法与结果可为相关结构设计提供实际指导。
  • 图  1  孔玉镇高位崩塌桩板拦石墙

    Figure  1.  Pile-plate rock retaining wall in Kongyu Town

    图  2  孔玉镇典型危岩与保护对象剖面

    Figure  2.  Sectional view of typical perilous rock and protected object in Kongyu Town

    图  3  桩板拦石墙模型图

    Figure  3.  FEM model of structure

    图  4  结构侧立面图

    Figure  4.  Structure side elevation

    图  5  混凝土板及配筋

    Figure  5.  Reinforcement of slab

    图  6  三维单向映射无限元

    a. C3D8R单元;b. CIN3D8无限元

    Figure  6.  Three-dimensional mapping infinite element

    图  7  混凝土受压损伤因子

    Figure  7.  Concrete compression damage factor

    图  8  混凝土受拉损伤因子

    Figure  8.  Concrete tensile damage factor

    图  9  典型土工格栅本构(Dong,2011)

    Figure  9.  Typical geogrid constitutive(Dong, 2011)

    图  10  系统能量历程曲线

    Figure  10.  Duration curves of system energy

    图  11  不同冲击速度下冲击力时程曲线

    Figure  11.  Duration curves of impact force at different speeds

    图  12  不同冲击角度下冲击力时程曲线

    Figure  12.  Duration curves of impact force at different angles

    图  13  冲击角度与峰值冲击力关系

    Figure  13.  Relationship between impact angle and impact force

    图  14  冲击力与冲击速度关系

    Figure  14.  Relationship between impact speed and impact force

    图  15  不同冲击角度下冲击深度时程曲线

    Figure  15.  Duration curves of depth at different impact angles

    图  16  不同冲击速度下加载-卸载曲线

    Figure  16.  Load-unload curves at different impact speeds

    图  17  冲击角度与最大冲击深度关系

    Figure  17.  Relationship between impact angle and maximum depth

    图  18  最大冲击深度随速度变化曲线

    Figure  18.  Variation curves of maximum depth with speeds

    图  19  质心运动轨迹曲线

    Figure  19.  Motion tracks of centroid

    图  20  不同部件吸收能量曲线

    Figure  20.  Absorption energy curve of different components

    图  21  20 m·s-1冲击速度下板损伤情况

    Figure  21.  Plate damage at the impact speed of 20 m·s-1

    图  22  20 m·s-1冲击速度下桩损伤情况

    Figure  22.  Pile damage at the impact speed of 20 m·s-1

    图  23  不同冲击速度下板损伤情况

    Figure  23.  Plate damage at the impact speed of 20 m·s-1

    图  24  不同冲击速度下桩损伤情况

    Figure  24.  Pile damage at different impact speeds

    表  1  钢筋材料参数(林峰等,2008)

    Table  1.   Parameters of reinforcement material(Lin et al., 2008)

    型号 密度/kg·m-3 弹性模量/MPa 泊松比 屈服强度/MPa 极限强度/MPa 极限拉应变
    HRB400 7800 2.0×105 0.27 503 662 0.130
    HRB335 7800 2.0×105 0.27 461 691 0.118
    下载: 导出CSV

    表  2  混凝土及缓冲层土体材料参数(周珉等,2017)

    Table  2.   Parameters of concrete and cushion soil material(Zhou et al., 2017)

    材料类型 密度/kg·m-3 弹性模量/MPa 泊松比 剪胀角/(°) 偏心率 fb0/fco K 黏性参数
    C30混凝土 2500 30 000 0.20 38 0.1 1.16 0.666 67 0.000 01
    缓冲层土体 1800 35 0.28 摩擦角/(°) K 剪胀角/(°)
    39.1 1 0
    下载: 导出CSV

    表  3  土工格栅材料参数

    Table  3.   Parameters of geogrid material

    密度/kg·m-3 间距/mm 肋条宽厚/mm 截面积/mm2 惯性矩/mm4 弹性模量/MPa 屈服强度/MPa 泊松比
    910 80×80 3.2×1.3 4.16 0.58 3500 400 0.2
    下载: 导出CSV
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  • 收稿日期:  2018-11-07
  • 录用日期:  2018-12-26
  • 刊出日期:  2019-02-25

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