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降雨作用下多软弱夹层边坡滑移机理分析

刘向峰 于冰 郝国亮 王来贵

刘向峰,于冰,郝国亮,等. 降雨作用下多软弱夹层边坡滑移机理分析[J]. 中国地质灾害与防治学报,2023,34(0): 1-12 doi: 10.16031/j.cnki.issn.1003-8035.202302013
引用本文: 刘向峰,于冰,郝国亮,等. 降雨作用下多软弱夹层边坡滑移机理分析[J]. 中国地质灾害与防治学报,2023,34(0): 1-12 doi: 10.16031/j.cnki.issn.1003-8035.202302013
LIU Xiangfeng,YU Bing,HAO Guoliang,et al. Analysis of sliding mechanism of the cut slopes with multi-weak interlayers under rainfall[J]. The Chinese Journal of Geological Hazard and Control,2023,34(0): 1-12 doi: 10.16031/j.cnki.issn.1003-8035.202302013
Citation: LIU Xiangfeng,YU Bing,HAO Guoliang,et al. Analysis of sliding mechanism of the cut slopes with multi-weak interlayers under rainfall[J]. The Chinese Journal of Geological Hazard and Control,2023,34(0): 1-12 doi: 10.16031/j.cnki.issn.1003-8035.202302013

降雨作用下多软弱夹层边坡滑移机理分析

doi: 10.16031/j.cnki.issn.1003-8035.202302013
基金项目: 国家重点研发计划资助项目(2017YFC1503101)
详细信息
    作者简介:

    刘向峰(1974-),男,博士,教授,主要从事矿山灾害治理及生态修复方面的研究。E-mail:Liuxiangfeng.lntu@outlook.com

    通讯作者:

    于 冰(1996-),女,硕士,主要从事矿山灾害治理及生态修复方面的研究。E-mail:1461870324@qq.com

  • 中图分类号: 中图分类号: 文献标识码:A 文章编号:

Analysis of sliding mechanism of the cut slopes with multi-weak interlayers under rainfall

  • 摘要: 本文基于抚顺西露天矿南帮滑坡工程实例,分析地下水及降雨入渗作用下顺倾软弱夹层边坡失稳的水力学模式,采用FLAC3D软件对抚顺西露天矿南帮边坡在地下水及降雨入渗作用下边坡变形的演化过程进行数值模拟分析,总结地下水及降雨入渗作用下顺倾多软弱夹层边坡的滑动规律。结果表明:降雨入渗和地下水的流动对坡体产生渗透压力,坡体破裂面大量发育,最大合位移约为1.27 m,形成多阶段滑坡,整体呈现混合式滑坡;边坡变形破坏期间,坡顶附近易沿弱层产生拉涨破坏,为地表水渗透和地下水的运移提供通道,并呈现多滑面的特点,形成贯通的剪切破坏面,进一步导致边坡的多段变形;地下水及降雨入渗影响下,边坡弱层含水率累积增加,损伤破裂,体积应变增量降低,有效应力降低,孔压累积上升,抗剪强度减低,从而诱发滑坡。相比降雨工况下,采用不同坡高高度回填压脚防护的边坡具有较高的安全系数,考虑工程实际综合比较不同防治方案,在降雨影响下,回填压脚至1/2坡高高度防治效果更好,边坡较稳定。
  • 图  1  抚顺西露天矿南帮工程地质剖面图

    Figure  1.  Geological cross-section of the southern slope of Fushun West open Pit Mine

    图  2  抚顺西露天矿南帮地裂缝

    Figure  2.  Site photo of ground cracks on the southern slope of Fushun West open Pit Mine

    图  3  南帮滑坡形成机制模型

    Figure  3.  Model of formation mechanism of the southern slope of Fushun West open Pit Mine

    图  4  数值模拟图

    Figure  4.  Numerical simulation diagram

    图  5  坡体随循环步长增加的合位移变化情况(单位:m)

    Figure  5.  The variation of the cumulative displacement of the slope with increasing cycle steps (unit: m)

    图  6  坡体随循环步长增加发展的塑性区变化情况

    Figure  6.  Changes in the plastic zone developed by the slope with increasing cycle step

    图  7  监测点位置示意图

    Figure  7.  Schematic diagram of the location of the monitoring points

    图  8  监测点体积应变增量随时间的发展演化情况

    Figure  8.  Evolution of the development of volumetric strain increments over time at monitoring points

    图  9  监测点x向有效应力随时间的发展演化情况

    Figure  9.  Evolution of the development of the effective stress in the x-direction over time at monitoring points

    表  1  岩土体的物理力学参数取值[21-25]

    Table  1.   The physical and mechanical properties of the rock and soil mass [21-25]

    地层岩性密度/(kg/m3弹性模量/(GPa)泊松比粘聚力/(MPa)抗拉强度/(MPa)内摩擦角/°渗透系数/(m2/Pa/s)
    凝灰岩2590100.2432459e-10
    凝灰岩(弱化)259010.240.30.2409e-10
    玄武岩2800250.2332409e-10
    玄武岩(弱化)28002.50.230.30.2359e-10
    14001.20.240.450.15309e-10
    煤(弱化)14001.20.240.450.24353e-9
    弱层2100150.242.51.75489e-10
    弱层(弱化)21000.0180.40.0030.01109e-10
    花岗片麻岩2800350.2243458e-9
    回填土18600.270.30.20.1259e-10
    回填土(弱化)18600.0270.30.020.01209e-10
    断层泥18000.010.40.180.273e-9
    油页岩255050.220.150.35359e-10
    下载: 导出CSV

    表  2  边坡防治方案稳定性评价结果

    Table  2.   Stability evaluation results of slope control scheme

    工况防治方案剖面图边坡合位移变化云图安全系数稳定性分析
    现状1.22稳定
    降雨0.71不稳定
    回填1/10
    坡高
    0.89不稳定
    回填1/5
    坡高
    0.96不稳定
    回填1/4
    坡高
    1.02欠稳定
    回填1/3
    坡高
    1.08欠稳定
    回填1/2
    坡高
    1.15稳定
    回填3/5
    坡高
    1.21稳定
    回填2/3
    坡高
    1.42稳定
    回填3/4
    坡高
    1.36稳定
    下载: 导出CSV
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  • 收稿日期:  2023-02-12
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