基于微震监测的厚松散层大采高工作面围岩破坏规律研究

衡培国; 翟常治; 辛崇伟; 王延路; 陈洋

doi:10.13272/j.issn.1671-251x.2022040082

基于微震监测的厚松散层大采高工作面围岩破坏规律研究

doi: 10.13272/j.issn.1671-251x.2022040082

1.
河南焦煤能源有限公司古汉山矿, 河南焦作　454300
2.
北京安科兴业科技股份有限公司, 北京　102200
3.
山东能源集团有限公司, 山东济南　250014

基金项目: 国家自然科学基金青年科学基金项目（51904092）；山东重大科技创新工程项目（2019SDZY02）。

详细信息

作者简介:
衡培国（1987—），男，河南封丘人，工程师，研究方向为矿井水害监测与治理，E-mail：932561545@qq.com

中图分类号: TD323
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出版历程
- 收稿日期: 2022-04-28
- 修回日期: 2022-08-07
- 网络出版日期: 2022-06-10

Research on surrounding rock failure law of large mining height working face in thick loose layer based on microseismic monitoring

1.
Guhanshan Coal Mine, Henan Coking Coal Energy Co., Ltd., Jiaozuo 454300, China
2.
Beijing Anke Xingye Science and Technology Co., Ltd., Beijing 102200, China
3.
Shandong Energy Group Co., Ltd., Jinan 250014, China

摘要

摘要: 针对厚松散层薄基岩条件下的围岩运移规律研究大多采用建立力学模型、数值计算等理论研究手段，缺乏基于现场动态实测的研究。微震监测技术近年来在矿井动力灾害监测预警方面得到广泛应用，但基于微震监测技术的厚松散层薄基岩条件下的围岩破坏规律研究较少。针对上述问题，以焦煤集团有限责任公司赵固一矿16001工作面为工程背景，选用孔−巷联合台网布置方式，构建高精度微震监测系统，基于微震监测结果对厚松散层薄基岩条件下大采高工作面围岩动态破坏规律进行研究。根据围岩累计释放能量，采用核密度分析法分析微震事件的能量密度，以达到研究围岩裂隙发育状况的目的。分析结果表明：顶板最大破坏高度达87.8 m，底板最大采动破坏深度达21.7 m，最大值均出现在工作面回采见方阶段，该阶段顶板突水危险性最高；见方阶段顶板承载岩梁破坏，出现异常来压，顶底板及超前破坏程度加剧，验证了应力击穿效应的存在；距工作面顶板48.3 m处的砂质泥岩为顶板隔水关键层，距顶板67.7 m的粉砂岩为击穿控制层，距底板26.6 m的砂质泥岩为底板隔水关键层。通过底板钻孔窥视对微震监测分析结果进行验证，结果显示，见方区域底板破坏深度大于18 m，其他区域底板破坏深度为12～18 m，与微震监测结果吻合。
- 厚松散层大采高工作面 /
- 厚松散层薄基岩 /
- 围岩破坏规律 /
- 微震监测 /
- 台网布置 /
- 能量密度 /
- 核密度分析法
Abstract: The research on the movement law of surrounding rock under the condition of thick loose layer and thin bedrock mostly adopts theoretical research methods such as establishing a mechanical model and numerical calculation. It lacks research based on field dynamic measurement. The microseismic monitoring technology has been widely used in mine dynamic disaster monitoring and early warning in recent years. However, there are few studies on the failure law of surrounding rock under the condition of thick loose layer and thin bedrock based on microseismic monitoring technology. In view of the above problems, taking the 16001 working face of Zhaogu No. 1 Coal Mine of Coking Coal Energy Co., Ltd. as the engineering background, a high-precision microseismic monitoring system is established. The system is built by selecting the network arrangement mode of the borehole-roadway union. Based on the microseismic monitoring results, the dynamic failure law of surrounding rock in large mining height working face under the condition of thick loose layer and thin bedrock is studied. According to the accumulated released energy of surrounding rock, the energy density of the microseismic event is analyzed by adopting a nuclear density analysis method so as to achieve the purpose of studying the fracture development of the surrounding rock. The analysis results show that the maximum roof damage height is 87.8 m, and the maximum floor damage depth is 21.7 m. The maximum values all appear in the square stage of the working face, at which the roof water inrush risk is the highest. In the square stage, the roof-bearing rock beam is damaged, abnormal pressure occurs, and the damage degree of the roof, floor and advanced support is intensified. The results verify the existence of the stress breakdown effect. The sandy mudstone 48.3 m away from the roof of the working face is the key layer of the roof water barrier. The siltstone 67.7 m away from the roof is the breakdown control layer. The sandy mudstone 26.6 m away from the floor is the key layer of the floor water barrier. The results of microseismic monitoring and analysis are verified by bottom borehole peeping. The results show that the floor damage depth in the square area is more than 18 m, and the floor damage depth in other areas is 12-18 m. These results are consistent with the microseismic monitoring results.
- thick loose layer and large mining height working face /
- thick loose layer and thin bedrock /
- surrounding rock failure law /
- microseismic monitoring /
- network layout /
- energy density /
- nuclear density analysis method

HTML全文

图 1 16001工作面位置

Figure 1. Location of 16001 working face

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图 2 微震监测系统台网布置方案

Figure 2. Network layout schemes of microseismic monitoring system

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图 3 2种方案在不同水平的垂向定位误差

Figure 3. Vertical positioning errors of two schemes in different horizontals

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图 4 微震事件频次及累计能量变化曲线

Figure 4. Curves of microseismic event frequency and cumulative energy

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图 5 0~80 m进尺段微震事件及其能量密度分布

Figure 5. Microseismic events and energy density distribution in the 0-80 m full-scale section

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图 6 各关键层位置

Figure 6. The location of each key layer

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图 7 80~160 m进尺段微震事件及其能量密度分布

Figure 7. Microseismic events and energy density distribution in the 80-160 m full-scale section

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图 8 160~240 m进尺段微震事件及其能量密度分布

Figure 8. Microseismic events and energy density distribution in the 160-240 m full-scale section

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图 9 240~320 m进尺段微震事件及其能量密度分布

Figure 9. Microseismic events and energy density distribution in the 240-320 m full-scale section

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图 10 窥视孔沿工作面走向剖面位置

Figure 10. The section position of the peepholes along the working face

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图 11 底板窥视结果

Figure 11. Peep results of bottom plate

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表 1 定位精度标定结果

Table 1. Calibration results of positioning accuracy m

位置	项目	x	y	z
进风巷	实测值	38 462 872.4	3 920 374.4	−436.0
	定位值	38 462 873.9	3 920 378.2	−432.9
	差值	1.5	3.8	3.1
回风巷	实测值	38 462 703.4	3 920 239.9	−458.2
	定位值	38 462 705.6	3 920 237.6	−465.7
	差值	2.2	2.3	7.5

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表 2 底板窥视孔参数

Table 2. Parameters of bottom plate peepholes

孔号	进尺/m	窥视时滞后工作面距离/m	煤层底板下垂深/m	终孔位置岩性	倾角/(°)
1	132	65	18.8	砂质泥岩	70
2	190	70	19.5	L₉灰岩	68
3	278	65	19.0	砂质泥岩	70

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