基于逆向工程建模方法的危岩体稳定性数值模拟分析

高相波 李丽慧 廖小辉 王学良 陈子干

高相波, 李丽慧, 廖小辉, 等. 2020.基于逆向工程建模方法的危岩体稳定性数值模拟分析[J].工程地质学报, 28(3): 557 - 564. doi: 10.13544/j.cnki.jeg.2019-252
引用本文: 高相波, 李丽慧, 廖小辉, 等. 2020.基于逆向工程建模方法的危岩体稳定性数值模拟分析[J].工程地质学报, 28(3): 557 - 564. doi: 10.13544/j.cnki.jeg.2019-252
Gao Xiangbo, Li Lihui, Liao Xiaohui, et al. 2020. Numerical simulation analysis of stability of unstable rock mass with reverse engineering modeling method[J]. Journal of Engineering Geology, 28(3): 557-564. doi: 10.13544/j.cnki.jeg.2019-252
Citation: Gao Xiangbo, Li Lihui, Liao Xiaohui, et al. 2020. Numerical simulation analysis of stability of unstable rock mass with reverse engineering modeling method[J]. Journal of Engineering Geology, 28(3): 557-564. doi: 10.13544/j.cnki.jeg.2019-252

基于逆向工程建模方法的危岩体稳定性数值模拟分析

doi: 10.13544/j.cnki.jeg.2019-252
基金项目: 

中国科学院A类战略性先导科技专项 XDA23090402

国家自然科学基金 41977248

浙江省公益技术应用研究项目 2017C33190

详细信息
    作者简介:

    高相波(1994-), 男, 硕士生, 主要从事地质灾害方面的研究. E-mail: gaoxiangbo17@mails.ucas.edu.cn

  • 中图分类号: P642.21

NUMERICAL SIMULATION ANALYSIS OF STABILITY OF UNSTABLE ROCK MASS WITH REVERSE ENGINEERING MODELING METHOD

Funds: 

Strategic Priority Research Program of the Chinese Academy of Sciences XDA23090402

National Natural Science Foundation of China 41977248

Zhejiang Province Public Welfare Technology Application Research Project 2017C33190

  • 摘要: 高陡岩质边坡危岩体失稳机理与稳定性评价一直是学者们关注的重点问题。相比于以定性分析为主的传统稳定性评价方法, 数值模拟分析方法在危岩体稳定性评价工作中得到越来越广泛的应用。而如何快速准确地建立复杂三维精细化地质模型, 尽可能还原岩体结构特征信息, 并与数值模拟软件进行无损对接, 进而定量评价危岩体稳定性仍是目前急需解决的问题。在野外现场调查结果的基础上, 对浙江神仙居景区神龙瀑景点处的地质灾害隐患点进行高精度三维激光扫描, 基于逆向工程建模软件Geomagic Studio, 对扫描获取的点云数据进行模型重建, 借助有限元网格划分软件Hypermesh对曲面模型进行三维实体化和网格划分处理, 再导入数值模拟软件FLAC3D中进行计算。结果表明, 神龙瀑边坡受拉破坏危岩体后缘裂隙最大拉应力接近抗拉强度, 且存在明显位移, 极有可能发生滑移-坠落。然后通过FLAC3D内置FISH语言进行二次开发, 计算结构面塑性破坏单元数目在总单元数目中的占比, 得出危岩体失稳概率为20%以上。该结果与现场灾害调查、数值分析结果相互印证, 预测了危岩体的潜在破坏范围, 提出了相应的防治措施建议。上述分析结果可为当地旅游管理部门的灾害防治工作提供理论依据和指导。
  • 图  1  神龙瀑边坡

    Figure  1.  Shenlong waterfall slope

    图  2  研究区节理走向玫瑰花图

    Figure  2.  Rose diagram of joint strikes in study area

    图  3  神龙瀑边坡植被发育情况

    Figure  3.  Vegetation development on Shenlong waterfall slope

    图  4  Geomagic Studio重建曲面片模型图

    Figure  4.  Reconstructive surface model by Geomagic Studio

    图  5  神龙瀑边坡三维重建模型图

    Figure  5.  3D reconstructive model of Shenlong waterfall slope

    图  6  Hypermesh有限单元网格模型图

    Figure  6.  Finite element mesh model by Hypermesh

    图  7  FLAC3D数值计算模型图

    Figure  7.  Numerical model by FLAC3D

    图  8  神龙瀑边坡危岩体分区图

    Figure  8.  Unstable rock mass zones of Shenlong waterfall slope

    图  9  危岩体塑性破坏区

    Figure  9.  Plastic damage areas of unstable rock mass

    图  10  受拉破坏危岩体主应力分布剖面图

    a.最小主应力; b.最大主应力

    Figure  10.  Profile of principal stress in tensile damaged unstable rock mass

    图  11  受拉破坏危岩体垂向应力分布剖面图

    Figure  11.  Profile of vertical stress in tensile damaged unstable rock mass

    图  12  受拉破坏危岩体位移矢量分布图

    Figure  12.  Displacement vector in tensile damaged unstable rock mass

    表  1  模型分组及其力学参数取值

    Table  1.   Numerical model groups and its parameters

    模型部位 容重/kN·m-3 黏聚力/MPa 内摩擦角/(°) 抗拉强度/MPa 体积模量/GPa 剪切模量/GPa kn ks
    神龙瀑边坡 25 3 70 4 20.8 22.7
    断层破碎带 25 1.3 70 2.5 10 11
    节理面 0.1 25 0 6.9e9 6.9e10
    下载: 导出CSV
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