大巷煤柱工作面过空巷矿压规律及控制技术

李振华; 任梓源; 杜锋; 任浩; 王文强

doi:10.12363/issn.1001-1986.24.05.0316

大巷煤柱工作面过空巷矿压规律及控制技术

李振华^{1, 2, 3,},
任梓源¹,
杜锋^{1, 2, 3, ,},
任浩¹,
王文强¹

1.
河南理工大学能源科学与工程学院，河南焦作 454003
2.
煤炭安全生产与清洁高效利用省部共建协同创新中心，河南焦作 454003
3.
河南理工大学河南省矿井水害防控及水资源利用工程技术研究中心，河南焦作 454003

基金项目: 国家自然科学基金面上项目(52174073，52274079)；河南省自然科学基金杰出青年项目(222300420007)；河南省高校科技创新团队支持计划项目(23IRTSTHN005)

详细信息

作者简介:
李振华，1979年生，男，山东金乡人，博士，教授，博士生导师。E-mail：lizh@hpu.edu.cn

通讯作者:
杜锋，1984年生，男，安徽合肥人，博士，副教授。E-mail：fdu_cumt@126.com

中图分类号: TD353
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出版历程
- 收稿日期: 2024-05-13
- 修回日期: 2024-08-07
- 录用日期: 2024-10-24
- 刊出日期: 2024-10-24

Evolutionary pattern and control technology of mine pressure when mining face for coal pillars in main roadways passing through abandoned roadways

LI Zhenhua^{1, 2, 3,},
REN Ziyuan¹,
DU Feng^{1, 2, 3, ,},
REN Hao¹,
WANG Wenqiang¹

1.
School of Energy Science and Engineering, Henan Polytechnic University, Jiaozuo 454003, China
2.
Collaborative Innovation Center of Coal Work Safety and Clean High Efficiency Utilization, Jiaozuo 454003, China
3.
Henan Mine Water Disaster Prevention and Control and Water Resources Utilization Engineering Technology Research Center, Henan Polytechnic University, Jiaozuo 454003, China

摘要

摘要:
目的
由于矿井工作面布置方式的调整，煤柱工作面经常会面临通过废弃巷道时覆岩顶板难以控制的情况。
方法
为解决这一问题，以河南赵固二矿二盘区外侧煤柱工作面过空巷为工程背景，采用理论分析、数值模拟和现场试验等方法，研究工作面与空巷覆岩破断组合结构，模拟不同支护强度下顶板应力−位移全周期演化规律，分析工作面矿压显现特征，提出相应的控制技术。
结果和结论
结果表明，基本顶不同破断形式对矿压显现特征影响显著，关键块断裂位置可分为煤柱上方、空巷上方和实体煤上方3种类型。通过建立工作面过空巷力学模型，研究基本顶超前破断力学机理，基本顶受到空巷−煤柱−工作面支护系统支撑作用，形成“砌体梁”稳定承载结构，判定基本顶滑落失稳时空巷支护强度的临界值为4.6 MPa。数值模拟显示，工作面超前支承压力与空巷应力集中产生的叠加效应对煤柱影响显著，当工作面推进至距空巷5 m时，煤柱失稳破坏，基本顶易发生超前破断。在工作面过空巷过程中，煤柱超前支承压力分布特征由“双峰型”转变为“孤峰型”。不同支护强度下的顶板应力分布特征存在明显差异，确定空巷支护强度为4.5 MPa能够防止基本顶超前破断。最后，在研究区二盘区外侧煤柱工作面采用“锚网索”支护方式对空巷顶板进行补强支护，过空巷期间液压支架工作阻力在研究区域处于安全范围内，未发生顶板垮落和压架等事故，解决了二盘区外侧煤柱工作面过空巷技术难题，可为类似工作面提供参考依据。
- 空巷 /
- 煤柱 /
- 力学模型 /
- 冲击地压 /
- 数值模拟 /
- 现场试验
Abstract:
Objective
With the adjustment of the mining face layout in mines, the overburden roof of the mining face for coal pillar recovery is frequently difficult to control when the mining face passes through abandoned roadways.
Methods
To address this challenge, this study investigated the coal pillar mining face outside the No.2 panel in the Zhaogu No.2 Coal Mine in Henan Province, which passes through abandoned roadways. Using methods like theoretical analysis, numerical simulation, and in-situ tests, this study examined the composite structure of the mining face and the broken overburden of abandoned roadways, followed by simulation of the full-cycle evolutionary patterns of the stress and displacement of the mining face roof under different support strengths. Finally, it analyzed the mine pressure behavior on the mining face and proposed corresponding control technology.
Results and Conclusions
The results indicate that the breaking forms of the main roof significantly influenced the mine pressure behavior. The breaking of its key blocks might occur above the coal pillar, abandoned roadway, or solid coal. The mechanical mechanisms underlying the advance breaking of the main roof were explored using the established mechanical models of the mining face passing through an abandoned roadway. The main roof was found to be supported by the support system consisting of the abandoned roadway, coal pillar, and mining face, which formed a stable bearing structure in the form of a masonry beam. The critical support strength of the abandoned roadway in the case of the sliding instability of the main roof was determined at 4.6 MPa. The numerical simulation results indicate that the superimposed effects of the advance support pressure of the mining face and the stress concentration in the abandoned roadway significantly affected the coal pillar. As the mining face advanced to 5 m away from the abandoned roadway, the coal pillar experienced instability failure, and the main roof was prone to undergo advance breaking. When the mining face passed through the abandoned roadway, the advance support pressure of the coal pillar shifted from the bimodal to unimodal distribution. The roof stress exhibited varying distribution characteristics under different support strengths, and it was discovered that the support strength of 4.5 MPa of the abandoned roadway could prevent the advance breaking of the main roof. For the coal pillar mining face outside the No.2 panel in the study area, cable anchors were employed as the reinforced support of the abandoned roadway roofs. Consequently, when the mining face passed through the abandoned roadways, the working resistance of hydraulic supports fell within the safe range in the study area, avoiding accidents such as roof collapse and support crushing. This study addressed the technical challenges faced when the coal pillar mining face outside the No.2 panel passed through abandoned roadways, providing a reference for similar mining face.
- abandoned roadway /
- coal pillar /
- mechanical model /
- rock burst /
- numerical simulation /
- in-situ test

HTML全文

图 1 工作面位置及附近钻孔柱状图

Fig. 1 Mining face location and stratigraphic column in nearby borehole

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图 2 基本顶破断力学模型

Fig. 2 Mechanical model for the breaking of the main roof

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图 3 基本顶断裂不同位置

Fig. 3 Different locations of the main roof breaking

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图 4 关键块B力学模型

Fig. 4 Mechanical model of key block B

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图 5 数值计算模型

Fig. 5 Numerical calculation model

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图 6 无支护条件下空巷应力演化特征

Fig. 6 Evolutionary characteristics of stress in the abandoned roadway without support

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图 7 煤层顶板应力演化规律

Fig. 7 Evolutionary pattern of stress in coal seam roof

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图 8 不同支护强度下超前支承压力分布云图

Fig. 8 Contour maps showing the distributions of advance support pressure under different support strengths

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图 9 工作面方向超前支承压力分布

Fig. 9 Distribution of advance support pressure in the mining face direction

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图 10 位移测点布置

Fig. 10 Layout of displacement measuring points

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图 11 顶板下沉量和支护强度关系拟合曲线

Fig. 11 Fitted curves showing the relationship between roof subsidence and support strength

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图 12 巷道原有支护参数

Fig. 12 Original parameters of the roadway support

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图 13 巷道加强支护方案

Fig. 13 Scheme for reinforced roadway support

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图 14 支架位置

Fig. 14 Support locations

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图 15 不同位置液压支架工作阻力

Fig. 15 Working resistance of hydraulic supports at different locations

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表 1 模型岩层及物理力学参数

Table 1 Physico-mechanical parameters and rock layers in the model

层号	岩层名称	厚度/m	密度/(kg·m⁻³)	体积模量/GPa	剪切模量/GPa	黏聚力/MPa	内摩擦角/(°)	抗拉强度/MPa
1	砂质泥岩	11	2510	14.1	8.5	4.30	33	3.5
2	泥岩	2	2420	9.8	7.1	2.70	31	1.8
3	中粒砂岩	1	2580	12.3	6.1	8.50	35	1.7
4	砂质泥岩	6	2510	13.4	9.0	4.20	35	3.5
5	中粒砂岩	3	2580	12.5	6.1	8.30	36	1.6
6	砂质泥岩	6	2510	13.6	9.1	4.12	34	3.2
7	细粒砂岩	3	2800	18.3	9.3	6.50	30	2.3
8	砂质泥岩	9	2510	13.2	8.6	4.40	35	3.3
9	细粒砂岩	2	2800	18.3	9.3	6.50	30	2.3
10	砂质泥岩	6	2510	13.2	8.6	4.40	35	3.3
11	粉砂岩	2	2640	18.0	10.2	6.00	30	2.1
12	砂质泥岩	14	2510	13.5	9.3	4.15	34	3.1
13	二₁煤	6	1500	7.5	3.8	1.60	27	1.3
14	砂质泥岩	7	2510	13.2	9.0	4.12	35	3.0

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