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软岩巷道挠曲型底鼓机理与底板桩基控制技术

郭东明 亢鑫超 陆志颖 陈麒宇 张伟 赵志峰 曹延鹏

郭东明, 亢鑫超, 陆志颖, 陈麒宇, 张伟, 赵志峰, 曹延鹏. 软岩巷道挠曲型底鼓机理与底板桩基控制技术[J]. 矿业科学学报, 2021, 6(5): 536-547. doi: 10.19606/j.cnki.jmst.2021.05.003
引用本文: 郭东明, 亢鑫超, 陆志颖, 陈麒宇, 张伟, 赵志峰, 曹延鹏. 软岩巷道挠曲型底鼓机理与底板桩基控制技术[J]. 矿业科学学报, 2021, 6(5): 536-547. doi: 10.19606/j.cnki.jmst.2021.05.003
Guo Dongming, Kang Xinchao, Lu Zhiying, Chen Qiyu, Zhang Wei, Zhao Zhifeng, Cao Yanpeng. Flexural floor heave mechanism and floor corner piles control technology in soft rock roadway[J]. Journal of Mining Science and Technology, 2021, 6(5): 536-547. doi: 10.19606/j.cnki.jmst.2021.05.003
Citation: Guo Dongming, Kang Xinchao, Lu Zhiying, Chen Qiyu, Zhang Wei, Zhao Zhifeng, Cao Yanpeng. Flexural floor heave mechanism and floor corner piles control technology in soft rock roadway[J]. Journal of Mining Science and Technology, 2021, 6(5): 536-547. doi: 10.19606/j.cnki.jmst.2021.05.003

软岩巷道挠曲型底鼓机理与底板桩基控制技术

doi: 10.19606/j.cnki.jmst.2021.05.003
基金项目: 

国家自然科学基金 51974315

详细信息
    作者简介:

    郭东明(1974—),男,江西新余人,博士,教授,主要从事矿井建设方面的教学和研究工作。Tel: 010-62339225,E-mail: dmguocumtb@126.com

    通讯作者:

    亢鑫超(1991—),男,河北涞源人,博士研究生,主要从事巷道支护方面的科研工作。Tel: 15933968256, E-mail: k_xinchao@163.com

  • 中图分类号: TD74

Flexural floor heave mechanism and floor corner piles control technology in soft rock roadway

  • 摘要: 以兴安矿四水平18层南轨道巷为背景,针对高应力条件下软弱底板挠曲型底鼓支护难题,研究了挠曲型底板围岩的破坏特征,提出了钢管混凝土底板桩基支护形式。首先基于板的挠度理论和虚功原理,建立了底板桩基支护条件下挠曲型底板的失稳判据,研究了底板桩基的支护机理。然后通过数值分析方法,研究了设计参数对支护效果的影响及支护后的底板应力分布规律。结果表明,底板围岩的高应力和围岩强度不足是引发巷道底板失稳的主要原因,改善底板围岩应力环境和强化底板围岩是挠曲型底鼓治理的关键; 底板桩基的几何参数和桩间距是决定极限阻隔抗力的关键因素,桩长宜采用0.4 R ~ 0.6 R(R为塑性区半径)嵌固深度,底板桩基钻孔方向应与巷道截面等效圆半径一致或偏向垂直位移方向。根据底板桩基现场应用试验结果,底板桩基对巷道底板围岩的挤压应力有较好的阻隔效果,可较好地控制底板及两帮变形,提高巷道稳定性。该技术可以为类似条件下的巷道底鼓支护提供参考。
  • 图  1  巷道断面和支护结构

    Figure  1.  Roadway section and support structure

    图  2  围岩二次应力计算简图

    Figure  2.  Calculation of secondary stress of surrounding rock

    图  3  巷道切向应力分布

    Figure  3.  Distribution of tangential stress in roadway

    图  4  底板岩体全应力-应变曲线

    Figure  4.  Total stress-strain curve of floor rock mass

    图  5  不同应力环境对塑性区破坏深度影响

    Figure  5.  Influence of different stress environment on the failure depth of plastic zone

    图  6  不同围岩强度参数对塑性深度影响

    Figure  6.  Influence of strength parameters of surrounding rock on plastic depth

    图  7  巷道底鼓计算模型

    Figure  7.  Calculation model of floor heave in roadway

    图  8  底板桩基支护模型

    Figure  8.  Support model of floor corner pile

    图  9  支护状态下底板应力路径

    Figure  9.  Floor stress path under support

    图  10  底板桩基内力计算模型

    Figure  10.  Internal force calculation model of floor corner pile

    图  11  底板桩基极限荷载计算模型

    Figure  11.  Calculation model of ultimate load of floor corner pile

    图  12  支护参数对阻隔应力的影响

    Figure  12.  Influence of support parameters on barrier stress

    图  13  数值计算模型

    Figure  13.  Numerical calculation model

    图  14  结构单元模型

    Figure  14.  Structural element model

    图  15  不同桩长下的底鼓

    Figure  15.  Magnitude of floor heave under different pile lengths

    图  16  不同钻孔角度下的底鼓

    Figure  16.  Floor heave under different borehole angles

    图  17  底板桩基钻孔施工角度

    Figure  17.  Drilling angles of floor corner pile

    图  18  底板围岩应力分布

    Figure  18.  Stress distribution of floor surrounding rock

    图  19  底板桩基现场布置

    Figure  19.  Site layout of floor corner pile

    表  1  围岩力学参数

    Table  1.   Mechanical parameters for coal and rock

    岩层 岩性 厚度/m 普氏系数
    基本顶 中粒砂岩 7.8 2.1
    直接顶 泥质粉砂岩 2.5 1.7
    煤层 3.5 0.9
    直接底 泥岩 3.7 0.3
    基本底 细粒砂岩 4.9 0.5
    下载: 导出CSV

    表  2  围岩力学参数

    Table  2.   Mechanical parameters for surrounding rock

    岩层 密度/(g·cm-3) 黏聚力/MPa 内摩擦角φ/(°) 弹性模量/MPa 泊松比μ
    上覆岩层 2.61 20.00 35 7 000 0.30
    细砂岩 2.75 8.90 33 4 560 0.19
    泥岩 2.51 0.97 26 4 560 0.31
    中砂岩 2.48 4.70 36 4 800 0.27
    下伏岩层 2.61 20.00 38 8 600 0.25
    下载: 导出CSV

    表  3  巷道围岩最大变形统计

    Table  3.   Maximum deformation statistics of roadway surrounding rock

    监测位置 顶板/cm 两帮/cm 底板/cm
    试验段 40 43 35
    对照段 90 41 100
    下降率 55.6% -4.98% 64.94%
    下载: 导出CSV
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  • 收稿日期:  2021-05-18
  • 修回日期:  2021-06-11
  • 刊出日期:  2021-10-01

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