无煤柱切顶留巷覆岩破坏特征及微震实测研究

张颖异; 王同

doi:10.13272/j.issn.1671-251x.2023100062

无煤柱切顶留巷覆岩破坏特征及微震实测研究

doi: 10.13272/j.issn.1671-251x.2023100062

张颖异^{1, 2,},
王同³

1.
中煤科工集团重庆研究院有限公司，重庆　400037
2.
煤矿灾害防控全国重点实验室，重庆　400037
3.
西安科技大学能源学院，陕西西安　710054

基金项目: 国家自然科学基金项目（52204151）。

详细信息

作者简介:
张颖异（1997—），男，陕西延安人，研究实习员，硕士，主要研究方向为复杂难采煤层开采，E-mail：1257544847@qq.com

中图分类号: TD327
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出版历程
- 收稿日期: 2023-10-21
- 修回日期: 2024-03-10
- 网络出版日期: 2024-03-18

Study on the overburden failure features and microseismic measurements in non-pillar gob-side entry retaining by roof cutting

ZHANG Yingyi^{1, 2
,},
WANG Tong³

1.
CCTEG Chongqing Research Institute, Chongqing 400037, China
2.
State Key Laboratory of Coal Mine Disaster Prevention and Control, Chongqing 400037, China
3.
College of Energy Engineering, Xi'an University of Science and Technology, Xi'an710054, China

摘要

摘要: 为进一步研究无煤柱切顶留巷技术开采后的覆岩破坏规律，以柠条塔煤矿S1201−Ⅱ工作面为工程背景，采用物理相似模拟与数值模拟的研究手段，结合现场微震监测技术建立了微震波形数据库，研究了随工作面持续开采，无煤柱切顶留巷不同阶段的覆岩采动裂隙演化及应力空间展布特征，得出了工作面覆岩周期性破断规律。研究结果表明：工作面发生初次来压时的覆岩裂隙发育高度为57.6 m，切顶前中部裂隙带发育高度为95.5～96.1 m，裂采比为23.8～24.0，边缘侧裂隙发育高度为105.9～106.4 m，裂采比为26.4～26.6。切顶后工作面两侧裂隙带最终发育高度为104.3～105.2 m，裂采比为26.1～26.3，工作面中部裂隙带由于上覆岩层的不断压实弥合，最终发育高度为94.3～95.2 m，裂采比为23.6～23.8。当巷道分别处于掘进、切缝阶段，顶板位移基本没有产生改变；当其进入顶板下沉、切顶成巷阶段，顶板位移不断增大。切顶卸压完成后，巷道侧支承压力峰值增大，表明切缝之后的工作面跨度进一步增大，倾向支承压力不断增大；工作面顶板卸压效果显著，顶板产生大范围应力释放现象。在该工作面布置了微震监测系统，发现微震事件的周期性产生与工作面周期来压有强关联性，其发展过程可划分为萌芽期—发展期—高潮期，进一步综合得出覆岩的周期性破断演化规律。
- 无煤柱开采 /
- 切顶留巷工艺 /
- 覆岩运移 /
- 覆岩采动裂隙 /
- 应力分布 /
- 裂隙演化 /
- 微震监测
Abstract: In order to further study the failure law of overburden after the mining of non-pillar gob-side entry retaining by roof cutting technology, taking the S1201-II working face of Ningtiaota Coal Mine as the engineering background, physical similarity simulation and numerical simulation research methods are used. Combined with on-site microseismic monitoring technology, a microseismic waveform data library is established. With continuous mining of the working face, the evolution of overburden mining induced cracks and stress spatial distribution features at different stages of non-pillar gob-side entry retaining by roof cutting are studied. The periodic crack law of the overburden in the working face has been obtained. The research results show that the height of the overburden cracks during the initial pressure on the working face is about 57.6 m, the height of the middle crack zone before cutting is 95.5-96.1 m, the crack mining ratio is 23.8-24.0, the height of the edge side cracks is 105.9-106.4 m, and the crack mining ratio is 26.4-26.6 m. After the roof cutting, the final development height of the crack zone on both sides of the working face is about 104.3-105.2 m, with a crack mining ratio of 26.1-26.3. Due to the continuous compaction and closure of the overburden layer, the final development height of the crack zone in the middle of the working face is 94.3-95.2 m, with a crack mining ratio of 23.6-23.8. When the roadways are in the excavation and cutting stages respectively, there is basically no change in the displacement of the roof. When it enters the sinking and roadway formation stage, the displacement value of the roof continuously increases. After the completion of roof cutting and pressure relief, the peak support pressure on the side of the roadway increases, indicating that the span of the working face further increases after the cutting seam, and the inclined support pressure continues to increase. The pressure relief effect of the working face roof is significant, and the roof produces a large-scale stress release phenomenon. A microseismic monitoring system is installed in the working face, and it is found that there is a strong correlation between the periodic occurrence of microseismic events and the periodic pressure of the working face. The development process can be divided into the budding stage, development stage, and climax stage. Further comprehensive analysis can be conducted to obtain the periodic crack evolution law of the overburden.
- mining of non-pillar /
- gob-side entry retaining by roof cutting /
- overburden migration /
- overburden mining induced cracks /
- stress distribution /
- crack evolution /
- microseismic monitoring

HTML全文

图 1 工作面地层综合柱状图

Figure 1. Comprehensive bar chart of working face formation

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图 2 无煤柱切顶留巷技术

Figure 2. Technology of non-pillar gob-side entry retaining by roof cutting

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图 3 实验模型

Figure 3. Experimental model

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图 4 覆岩破断演化规律

Figure 4. Evolution law of overburden breaking

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图 5 切顶前裂隙发育高度

Figure 5. Height of crack development before roof cutting

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图 6 切顶留巷覆岩裂隙发育特征

Figure 6. Overburden crack development features of gob-side entry retaining by roof cutting

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图 7 裂隙发育特征

Figure 7. Features of crack development

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图 8 数值计算模型

Figure 8. Numerical calculation model

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图 9 围岩应力演化过程

Figure 9. Stress evolution process of surrounding rock

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图 10 巷道顶板垂直应力演化过程

Figure 10. Evolution process of vertical stress of roadway roof

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图 11 围岩位移演化过程

Figure 11. Displacement evolution process of surrounding rock

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图 12 巷道顶板位移演化过程

Figure 12. Displacement evolution process of roadway roof

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图 13 微震监测系统组成

Figure 13. Composition of microseismic monitoring system

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图 14 微震传感器布置方案

Figure 14. Arrangement scheme of the microseismic sensor

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图 15 井下波形数据库

Figure 15. Mine waveform database

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图 16 三次周期来压时微震事件俯视图

Figure 16. Top view of microseismic events during three periodic pressures

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图 17 三次周期来压时微震事件剖面图

Figure 17. Sectional view of microseismic events during three periodic pressures

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表 1 模拟实验相似材料配比方案

Table 1. Simulation experiment for similar material matching scheme

岩层	厚度/cm	材料质量/kg
岩层	厚度/cm	河砂	石膏	大白粉	粉煤灰
细粒砂岩	6	8.40	0.48	0.72	—
砂质泥岩	2	8.64	0.29	0.67	—
细粒砂岩	8	8.40	0.48	0.72	—
粗粒砂岩	2	8.64	0.29	0.67	—
粉砂岩	16	8.53	0.21	0.86	—
中粒砂岩	14	8.64	0.29	0.67	—
细粒砂岩	6	8.40	0.48	0.72	—
1⁻²上煤	3	1.96	0.10	0.49	1.96
粉砂岩	11	8.53	0.21	0.86	—
细粒砂岩	9	8.40	0.48	0.72	—
中粒砂岩	19	8.64	0.29	0.67	—
2⁻²煤	4	1.96	0.10	0.49	1.96
粉砂岩	16	8.53	0.21	0.86	—

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表 2 煤岩体物理力学参数

Table 2. Mechanical parameters of coal and rock

岩石	密度/ （kg·m^-3）	体积模量/MPa	剪切模量/MPa	抗拉强度/MPa	黏聚力/MPa	内摩擦角/（°）
细砂岩	2 420	4 167	2 869	1.8	3.5	37
中粒砂岩	2 550	3 435	3 876	1.9	3.9	37.5
煤层	1 350	2 381	1 163	0.6	1.3	32.9
粉砂岩	2 530	3 372	3 816	1.7	4.5	20.4
细粒砂岩	2 640	9 302	9 137	2.1	4.2	28

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表 3 周期来压步距和周期来压强度统计

Table 3. Statistical of the periodic weighting step and pressure strength

来压时简（年−月−日）	工作面上端头侧		工作面中部		工作面下端头侧
来压时简（年−月−日）	来压强度/MPa	来压步距/m	来压强度/MPa	来压步距/m	来压强度/MPa	来压步距/m
2018−12−12	29.24	15.0	38.6	17.3	39.2	15.6
2018−12−15	31.6	16.3	36.9	14.8	36.4	17.4
2018−12−17	28.6	15.8	38.6	18.9	37.4	21.3
2018−12−19	29.3	20.3	37.7	26.0	36.5	22.9
2018−12−22	32.6	22.7	37.4	25.0	37.5	23.0
2018−12−24	35.7	24.0	37.5	24.7	38.9	24.7
2018−12−26	39.8	24.8	38.2	23.1	34.9	15.7
2018−12−28	34.7	19.6	38.1	17.0	35.6	21.4
2019−01−02	35.0	15.6	39.5	18.2	36.8	16.9
2019−01−04	37.6	17.0	37.9	18.9	37.6	15.4
2019−01−06	36.4	15.0	36.8	17.3	34.8	15.6

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