覆岩载荷扰动下平硐围岩变形分析及支护优化

柴敬; 刘泓瑞; 张丁丁; 刘永亮; 韩志成; 田志诚; 张锐新

doi:10.13272/j.issn.1671-251x.2022090020

覆岩载荷扰动下平硐围岩变形分析及支护优化

doi: 10.13272/j.issn.1671-251x.2022090020

柴敬^{1, 2,},
刘泓瑞^1, ,,
张丁丁^{1, 2},
刘永亮¹,
韩志成¹,
田志诚¹,
张锐新¹

1.
西安科技大学能源学院, 陕西西安　710054
2.
教育部西部矿井开采及灾害防治重点实验室, 陕西西安　710054

基金项目: 国家自然科学基金资助项目（41027002）。

详细信息

作者简介:
柴敬（1964—），男，宁夏平罗人，教授，主要从事采矿工程、岩石力学及光纤传感方面的研究工作，E-mail:chaij@xust.edu.cn

通讯作者:
刘泓瑞（1997—），男，四川广元人，硕士研究生，研究方向为采矿工程、光纤传感，E-mail：306731253@qq.com

中图分类号: TD32
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出版历程
- 收稿日期: 2022-09-02
- 修回日期: 2023-03-10
- 网络出版日期: 2022-10-17

Deformation analysis and support optimization of adit surrounding rock under overburden load disturbance

1.
College of Energy Engineering, Xi'an University of Science and Technology, Xi'an 710054, China
2.
Key Laboratory of West Mines Exploitation and Hazard Prevention of Ministry of Education, Xi'an 710054, China

摘要

摘要: 传统的收敛仪、三维激光扫描等矿山巷道围岩变形监测技术无法满足复杂工程全面监测需求，实时及自动化监测程度低，且不具备长距离、高精度和大面积监测能力，而现有光纤传感技术仅针对巷道围岩的单一参量进行监测，无法全面分析巷道围岩稳定状况。以某煤矿主平硐为工程背景，采用数值模拟研究了平硐上方填土前后的围岩稳定性，结果表明：填土工程导致平硐两帮围岩支承压力升高，且呈不对称分布；顶板最大下沉量由填土前的8.3 mm增至22.1 mm，最大底鼓量由4.0 mm增至8.5 mm，两帮移近量最大增幅为16.2 mm；围岩变形量与支承压力对应性较强，呈现随平硐上方填土厚度增大而增大的特征。采用光纤布拉格光栅（FBG）传感器构建了平硐围岩变形监测系统，在平硐断面设置FBG传感器监测平硐拱顶裂缝张开度、顶底板及两帮变形量、断面应力应变等，通过实时光谱图分析围岩局部变形情况，结果表明平硐在现有料石砌碹支护状态下，受上覆载荷扰动影响，顶板受压明显，顶板最大下沉量约为30 mm，形成约2 mm宽的裂缝，且监测结果与数值模拟、现场观测结果相符，验证了基于FBG的平硐围岩稳定性监测方法的有效性。根据监测结果，针对平硐支护薄弱处提出了锚杆+T型钢板的补强支护方案，通过数值模拟对其支护效果进行验证，结果表明优化支护方案后，在覆岩载荷扰动下平硐顶板最大下沉量为11.3 mm，两帮最大移近量为12.04 mm，围岩变形量平均降幅达48.8%，提高了围岩稳定性。
- 煤矿平硐 /
- 围岩稳定性 /
- 围岩变形监测 /
- 光纤传感 /
- 光纤布拉格光栅传感器 /
- 支护优化
Abstract: The traditional convergence instrument, 3D laser scanning and other monitoring technologies for the deformation of surrounding rock in the mine roadway can not meet the comprehensive monitoring requirements of complex projects. The technologies have low real-time and automatic monitoring degree, and do not have the capability of long-distance, high-precision and large-area monitoring. The existing optical fiber sensing technology only monitors the single parameter of the surrounding rock in the roadway. It can not comprehensively analyze the stability of the surrounding rock in the roadway. Taking the main adit of a coal mine as the engineering background, the stability of surrounding rock before and after the filling above the adit is studied by numerical simulation. The results show that the filling engineering causes the bearing pressure of surrounding rock on both sides of the adit to rise with asymmetric distribution. The maximum subsidence of the top plate increases from 8.3 mm before filling to 22.1 mm. The maximum floor heave increases from 4.0 mm to 8.5 mm. The maximum increase of the displacement of the two sides is 16.2 mm. The deformation of the surrounding rock corresponds strongly to the bearing pressure, which increases with the thickness of the filling above the adit. The fiber Bragg grating (FBG) sensor is used to construct the adit surrounding rock deformation monitoring system. The FBG sensor is set at the adit section to monitor the opening of the adit arch crown crack, the deformation of the roof, floor and both sides, and the stress and strain of the section. The local deformation of the surrounding rock is analyzed through the real-time spectrum. The results show that the adit roof is obviously under pressure under the influence of the disturbance of the overburden load under the existing condition of stone masonry arch support. The maximum subsidence of the roof is about 30 mm, forming a crack about 2 mm wide. The monitoring results are consistent with the numerical simulation and field observation results. The result verifies the effectiveness of the FBG-based adit surrounding rock stability monitoring method. According to the monitoring results, the reinforcement support scheme of bolt+T-shaped steel plate is proposed for the weak part of the adit support. The support effect is verified by numerical simulation. The results show that after the optimized support scheme, the maximum subsidence of the adit roof under the disturbance of overburden load is 11.3 mm. The maximum displacement of the two sides is 12.04 mm, and the average reduction of the surrounding rock deformation is 48.8%. The scheme improves the stability of the surrounding rock.
- coal mine adit /
- stability of surrounding rock /
- monitoring of surrounding rock deformation /
- optical fiber sensing /
- fiber Bragg grating sensor /
- support optimization

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图 1 主平硐轴线剖面及平面

Figure 1. Axis profile and plan of main adit

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图 2 填土工程断面

Figure 2. Cross-section of filling engineering

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图 3 平硐围岩稳定性数值计算模型

Figure 3. Numerical calculation model of adit surrounding rock stability

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图 4 平硐围岩支承压力分布

Figure 4. Abutment pressure distribution of adit surrounding rock

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图 5 现支护条件下平硐围岩变形量

Figure 5. Deformation value of adit surrounding rock under existing supporting condition

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图 6 基于FBG的平硐围岩变形监测系统

Figure 6. Monitoring system of adit surrounding rock deformation based on fiber Bragg grating(FBG)

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图 7 1号断面FBG位移计监测精度分析

Figure 7. Monitoring precision analysis of FBG displacement meter in No.1 section

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图 8 FBG表面应变计监测值

Figure 8. Monitoring value of FBG surface strain gauge

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图 9 FBG位移计监测值

Figure 9. Monitoring value of FBG displacement meters

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图 10 平硐裂缝

Figure 10. Adit cracks

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图 11 FBG土压力计监测值

Figure 11. Monitoring value of FBG soil pressure meters

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图 12 FBG移近量传感器监测值

Figure 12. Monitoring value of FBG proximity sensors

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图 13 平硐支护优化方案

Figure 13. Optimized adit support scheme

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图 14 平硐围岩稳定性数值模拟结果

Figure 14. Numerical simulation results of adit surrounding rock stability

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图 15 平硐围岩变形量

Figure 15. Deformation value of adit surrounding rock

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表 1 平硐围岩稳定性监测量

Table 1. Monitoring parameters of adit surrounding rock stability

监测量	传感器类型	监测内容
断面应力、应变	FBG表面应变计	巷道表面应变
拱顶裂缝张开度	FBG位移计	拱顶裂缝张开度
支护结构内部应力	FBG土压力计	平硐支护结构受力及变形情况
顶底板及两帮变形量	FBG移近量传感器	顶底板及两帮位移变化

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表 2 FBG传感器布置位置

Table 2. Arranging locations of FBG sensors

传感器类型	传感器位置
FBG表面应变计	平硐顶底板、两帮和肩部
FBG位移计	平硐拱顶中央
FBG土压力计	平硐两帮拱脚
FBG移近量传感器	平硐顶底板和两帮

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表 3 各断面FBG位移计监测精度范围

Table 3. Monitoring precision range of FBG displacement meter in each section

断面编号	传感器位置	零点值/mm	波动范围/mm	标定值/mm
1	靠近平硐口	−0.145 7	−0.241 8~0.142 6	±1
1	靠近大巷	−0.009 8	−0.410 7~0.377 7
2	靠近平硐口	−0.056 5	−0.193 8~0.306 8
3	靠近平硐口	−0.134 8	−0.209 1~0.183 9
4	靠近平硐口	−0.085 7	−0.104 9~0.133 4
4	靠近大巷	0.005 3	−0.150 5~0.236 8

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表 4 FBG传感器重复测试精度

Table 4. Repetitive test precision of FBG sensors

传感器类型	理论精度	重复测试精度
FBG表面应变计	±4 μɛ	±50 μɛ
FBG位移计	±1 mm	±1 mm
FBG土压力计	±0.01 MPa	±0.2 MPa
FBG移近量传感器	±2 mm	±12 mm

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