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露天矿顺倾软岩边坡内排追踪压帮治理工程

王东 刘金尧 李广贺 邢晓宇 郑小虎 赵嘉奇 武国良

王东,刘金尧,李广贺,等. 露天矿顺倾软岩边坡内排追踪压帮治理工程−以贺斯格乌拉煤矿首采区南帮为例[J]. 中国地质灾害与防治学报,2023,34(0): 1-8 doi: 10.16031/j.cnki.issn.1003-8035.202210019
引用本文: 王东,刘金尧,李广贺,等. 露天矿顺倾软岩边坡内排追踪压帮治理工程−以贺斯格乌拉煤矿首采区南帮为例[J]. 中国地质灾害与防治学报,2023,34(0): 1-8 doi: 10.16031/j.cnki.issn.1003-8035.202210019
WANG Dong,LIU Jinyao,LI Guanghe,et al. Open-pit mine soft rock slope internal row tracking pressure side control engineering:A case study at the south side of the first mining area of Hesigewula Coal Mine[J]. The Chinese Journal of Geological Hazard and Control,2023,34(0): 1-8 doi: 10.16031/j.cnki.issn.1003-8035.202210019
Citation: WANG Dong,LIU Jinyao,LI Guanghe,et al. Open-pit mine soft rock slope internal row tracking pressure side control engineering:A case study at the south side of the first mining area of Hesigewula Coal Mine[J]. The Chinese Journal of Geological Hazard and Control,2023,34(0): 1-8 doi: 10.16031/j.cnki.issn.1003-8035.202210019

露天矿顺倾软岩边坡内排追踪压帮治理工程

doi: 10.16031/j.cnki.issn.1003-8035.202210019
基金项目: 国家自然科学基金项目(51874160);辽宁省“百千万人才工程”资助项目;辽宁工程技术大学学科创新团队资助项目(LNTU20TD-01);国家自然科学基金项目(52204135)辽宁省高等学校基本科研项目(LJKQZ2021155)
详细信息
    作者简介:

    王东:王 东(1978-),男,辽宁法库人,博士、教授,主要从事露天开采及边坡工程领域的教学和科研工作。Email:lntu_wd@163.com

    通讯作者:

    刘金尧,男,Email:ljy15698684863@163.com

  • 中图分类号: TD824.7

Open-pit mine soft rock slope internal row tracking pressure side control engineering:A case study at the south side of the first mining area of Hesigewula Coal Mine

  • 摘要: 边坡稳定性治理对于软岩露天煤矿实现安全高效开采至关重要。为解决露天矿顺倾软岩边坡稳定性治理难题,在分析边坡稳定性主控因素的基础上,提出了露天矿顺倾软岩边坡内排追踪压帮治理工程。以贺斯格乌拉煤矿首采区南帮为工程背景,兼顾采场与内排土场边坡稳定性,采用极限平衡法和数值模拟相结合的手段,设计了采场边坡的空间形态,提出了采场与内排土场边坡协同治理方案,可最大限度地安全回收边坡压覆煤炭资源。研究结果表明:弱层暴露长度是露天矿顺倾软岩边坡稳定性的主控因素,控制采场与内排土场间的追踪距离是改善边坡稳定性的有效途径;随着追踪距离的增加,边坡破坏模式从以圆弧为侧界面、弱层为底界面的切层-顺层-剪出滑动逐渐过渡为以圆弧为侧界面、弱层为底界面的切层-顺层滑动,边坡稳定性逐渐下降;内排土场及其与采场构成的复合边坡稳定性随破坏底板弱层回填岩石范围的增大呈指数函数规律提高;贺斯格乌拉煤矿首采区南帮浅部边坡留设40 m运输平盘、15 m保安平盘,底帮深部边坡角29°,追踪距离控制在50 m之内时可满足安全要求;内排土场基底弱层完全破坏并回填岩石倾向长度60 m时可满足安全要求。研究成果为软岩露天煤矿边坡稳定性治理提供了新思路。
  • 图  1  典型工程地质剖面图

    Figure  1.  Typical geological cross-section profile of the sliding area

    图  2  浅层边二维坡稳定性计算结果

    Figure  2.  Calculation results of two-dimensional slope stability of the shallow side at BK1 section

    图  3  三维数值模拟模型

    Figure  3.  Three-dimensional numerical simulation model

    图  4  数值模拟结果

    Figure  4.  Numerical simulation results at different tracking distance (50 m, 200 m and 400 m)

    图  5  追踪距离与边坡稳定系数的关系曲线

    Figure  5.  Relationship curve between tracking distance and slope stability coefficient

    图  6  内排基底不同处理方式下边坡稳定性计算结果

    Figure  6.  Calculation results of slope stability under different treatment methods of inner row basement

    图  7  边坡稳定性与破坏弱层回填岩石范围关系曲线

    Figure  7.  Relationship curve between slope stability and the extent of backfill rocks in the weak layer

    表  1  岩土体物理力学指标

    Table  1.   Physical and mechanical parameters of rock mass

    岩体名称内摩擦角/°黏聚力/kPa容重/kN·m−3弹性模量/MPa泊松比
    砂岩266519.6350.42
    粉质粘土14.062219.8460.38
    298512.1400.35
    泥岩204019.4750.36
    排弃物14.492019.0600.4
    弱层6019.1200.42
    回填岩石204019.0
    下载: 导出CSV
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出版历程
  • 收稿日期:  2022-10-14
  • 录用日期:  2023-05-04
  • 修回日期:  2023-03-22
  • 网络出版日期:  2023-05-15

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