Deformation analysis and support optimization of adit surrounding rock under overburden load disturbance
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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。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.
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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 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 14 平硐围岩稳定性数值模拟结果
Figure 14. Numerical simulation results of adit surrounding rock stability
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 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 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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