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节理巷道围岩卸荷变形试验研究

侯公羽, 邵耀华, 刘春雷, 王一哲, 陈钦煌, 胡志宇, 赵庆儒

侯公羽, 邵耀华, 刘春雷, 王一哲, 陈钦煌, 胡志宇, 赵庆儒. 节理巷道围岩卸荷变形试验研究[J]. 岩土工程学报, 2024, 46(3): 616-623. DOI: 10.11779/CJGE20230028
引用本文: 侯公羽, 邵耀华, 刘春雷, 王一哲, 陈钦煌, 胡志宇, 赵庆儒. 节理巷道围岩卸荷变形试验研究[J]. 岩土工程学报, 2024, 46(3): 616-623. DOI: 10.11779/CJGE20230028
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HOU Gongyu, SHAO Yaohua, LIU Chunlei, WANG Yizhe, CHEN Qinhuang, HU Zhiyu, ZHAO Qingru. Unloading deformations of surrounding rock in jointed roadways[J]. Chinese Journal of Geotechnical Engineering, 2024, 46(3): 616-623. DOI: 10.11779/CJGE20230028
Citation: HOU Gongyu, SHAO Yaohua, LIU Chunlei, WANG Yizhe, CHEN Qinhuang, HU Zhiyu, ZHAO Qingru. Unloading deformations of surrounding rock in jointed roadways[J]. Chinese Journal of Geotechnical Engineering, 2024, 46(3): 616-623. DOI: 10.11779/CJGE20230028
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节理巷道围岩卸荷变形试验研究  English Version

  • 中国矿业大学(北京)力学与土木工程学院, 北京 100083

基金项目: 

国家自然科学基金委员会与2020年度高速铁路基础研究联合基金资助重点项目 U2034205

详细信息
    作者简介:

    侯公羽(1965—)，男，教授，博士生导师，主要从事煤矿开采、岩土工程和岩石力学等方面的教学与研究工作。E-mail: hgyyht@126.com

    通讯作者:

    邵耀华, E-mail: syh9376@126.com

  • 中图分类号: TU432

Unloading deformations of surrounding rock in jointed roadways

  • School of Mechanics and Civil Engineering, China University of Mining and Technology, Beijing 100083, China

摘要

    摘要
  • 摘要: 自然界中的岩体在长期的地质构造运动作用下，内部往往发育不同尺度的节理，而巷道围岩的稳定性与节理的发育密切相关。为研究节理对巷道围岩开挖卸荷变形的影响，采用课题组的开挖卸荷模型试验系统，对不同节理尺寸水泥砂浆围岩试件开展了系列试验。研究结果表明：①巷道围岩开挖卸荷变形主要发生在卸荷阶段，维持阶段变形继续存在，但节理对其卸荷变形无明显影响。此阶段，卸荷变形程度显著降低并逐渐趋于稳定，其应变增量大约为100 με；②与无节理试件相比，含节理试件S-1和S-2的应变平均降低幅度超过70%，远高于S-3，即节理尺寸越大，卸荷变形程度越大，卸荷作用越明显；③试件在不同方向的应变差异较大，切向应变均大于径向应变，含节理试件尤为突出。
    Abstract: The rock mass in nature often develops joints of different scales under the action of long-term geological tectonic movement, and the stability of surrounding rock of roadways has a great relationship with the development of joints. For the sake of studying the effects of joints on the excavation unloading deformation of surrounding rock of roadways, a series of tests are carried out on the cement mortar surrounding rock specimens with different joint sizes through the excavation unloading model test system developed by the authors. The results show that: (1) The unloading deformations of surrounding rock mainly occur at the unloading stage, and the deformations continue to exist at the maintenance stage, but the joints have no obvious influences on the unloading deformations. At this stage, the unloading deformation degree decreases significantly and gradually becomes stable, with the strain increment of about 100με. (2) Compared with the specimens without joints, the average strain reduction of S-1 and S-2 specimens with joints is more than 70%, which is much higher than S-3. That is, the larger the joint size, the greater the degree of unloading deformations, and the more obvious the unloading effects. (3) The specimens have great differences in strain in different directions, and the tangential strain is greater than the radial strain, especially for the specimens with joints.
    • HTML全文

  • 图  1   密封结构图

    Figure  1.   Sealing components

    下载: 全尺寸图片 幻灯片

    图  2   小型围岩开挖卸荷系统

    Figure  2.   Small surrounding rock excavation unloading system

    下载: 全尺寸图片 幻灯片

    图  3   围岩试件初始应力示意图

    Figure  3.   Mechanism model for rectangular roadway under excavation unloading

    下载: 全尺寸图片 幻灯片

    图  4   应变片布置示意图

    Figure  4.   Arrangement of strain gauges

    下载: 全尺寸图片 幻灯片

    图  5   应变片布置示意图

    Figure  5.   Arrangement of strain gauges

    下载: 全尺寸图片 幻灯片

    图  6   岩芯试样应力-应变曲线

    Figure  6.   Stress-strain curves of core specimens

    下载: 全尺寸图片 幻灯片

    图  7   预制节理试件

    Figure  7.   Prefabricated joint specimens

    下载: 全尺寸图片 幻灯片

    图  8   应力路径

    Figure  8.   Stress paths

    下载: 全尺寸图片 幻灯片

    图  9   T1、T2和T3测点应变-时间曲线

    Figure  9.   Strain-time curves of points T1, T2 and T3

    下载: 全尺寸图片 幻灯片

    图  10   T1测点无节理试件理论值与试验值对比

    Figure  10.   Comparison between theoretical and experimental values of specimen without joints at point T1

    下载: 全尺寸图片 幻灯片

    表  1   水泥砂浆的力学参数

    Table  1   Mechanical parameters of cement mortar test pieces

    介质 泊松比μ 弹性模量/GPa 抗压强度/MPa 密度/(g·cm-3)
    水泥砂浆 0.2 7.7 25 1.97
    砂岩 0.02~0.2 4.9~78.5 20~170 2.10
    下载: 导出CSV

    表  2   试验方案

    Table  2   Testing programs

    试样编号 数量 节理尺寸/mm 模拟地应力/MPa
    S-0 3 — 25
    S-1 3 40×90
    S-2 3 50×90
    S-3 3 60×90
    下载: 导出CSV

    表  3   T1、T2测点径向和切向平均应变值

    Table  3   Radial and sheer strain values of points T1 and T2

    测点 试样编号 卸荷阶段应变峰值/10-3 卸荷后维持阶段应变增量/10-3
    T1 S-0-R 2824.18 97.12
    S-1-R 621.39 98.98
    S-2-R 754.57 96.23
    S-3-R 1556.75 103.69
    S-0-S -2824.18 97.12
    S-1-S -827.57 102.43
    S-2-S -958.32 104.94
    S-3-S -1785.31 95.65
    T2 S-0-R 1841.84 100.44
    S-1-R 352.54 96.21
    S-2-R 458.59 98.08
    S-3-R 547.83 99.79
    S-0-S -1841.84 100.44
    S-1-S -441.43 100.96
    S-2-S -560.83 99.21
    S-3-S -775.98 95.10
    下载: 导出CSV
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出版历程
  • 收稿日期:  2023-01-08
  • 网络出版日期:  2024-03-14
  • 刊出日期:  2024-02-29

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