非均质复合岩巷围岩破坏机理及底鼓控制技术

张栋; 柏建彪; 闫帅; 王瑞; 孟宁康; 王共元

doi:10.11779/CJGE202209015

非均质复合岩巷围岩破坏机理及底鼓控制技术 English Version

张栋^1,,
柏建彪^{1, 2, ,},
闫帅²,
王瑞¹,
孟宁康¹,
王共元¹

1.
中国矿业大学煤炭资源与安全开采国家重点实验室，江苏徐州 221116
2.
中国矿业大学矿业工程学院，江苏徐州 221116

基金项目:

国家自然科学基金项目 52074239

详细信息

作者简介:
张栋(1996—)，男，博士研究生，主要从事动压巷道支护与围岩控制方面的研究工作。E-mail: dzhang@cumt.edu.cn

通讯作者:
柏建彪, E-mail: bjianb@163.com

中图分类号: TD353
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- HTML全文浏览量: 44
- PDF下载量: 32
出版历程
- 收稿日期: 2021-10-17
- 网络出版日期: 2022-09-22
- 刊出日期: 2022-08-31

Failure mechanism of surrounding rock and control of floor heave in heterogeneous composite rock roadway

1.
State Key Laboratory of Coal Resources and Safe Mining, China University of Mining & Technology, Xuzhou 221116, China
2.
School of Mines, China University of Mining & Technology, Xuzhou 221116, China

摘要

摘要: 深部高地应力、层间软弱夹层（结构面）等复杂应力环境下复合煤（岩）巷道围岩变形严重，底鼓问题尤为突出。针对某矿-830水平大巷复合区域岩巷底鼓大变形技术难题，梳理了复合岩巷现场变形破坏特征，分析了围岩破坏力学机制。结合滑移线场理论建立底鼓力学模型，推导了底板破坏半径R₀的显式解析式，并借助ZDY钻孔窥视仪对围岩内部损伤裂隙发育程度进行量化表征。建立UDEC数值计算模型反演了原支护下复合岩巷围岩应力、裂隙发育特征以及位移分布规律，综合分析了复合岩巷底鼓变形机理。结果表明：高地应力、邻近岩石极限强度差异大、底板岩性差、底板无支护或弱支护是复合岩巷产生底鼓大变形的根本性原因。结合现场调研及数值模拟分析结果，基于“固底–强帮”整体支护、“强–弱–强”组合承载圈分梯次加固底板的控制思路，提出了一种“全断面锚索+预制块反底拱”锚注联合支护技术应用于复合岩巷底鼓返修实践中。现场监测结果表明，巷道返修60 d内底鼓缓慢变形直至趋于稳定，最大底鼓量约为67.9 mm，相比原支护条件下底鼓变形量降低了95%，大大降低了巷道重复返修的可能性，确保了该矿煤炭资源安全高效开采
- 复合岩巷 /
- 底鼓 /
- 全断面锚索 /
- 预制块反底拱 /
- 锚注联合支护
Abstract: Under the complex stress environment of deep high ground stress and interlayer weak interlayer (structural surface), the deformation of the surrounding rock of composite coal (rock) roadway is severe, and the floor heave is particularly prominent. In view of the technical difficulties in the large deformation of the floor heave in the complex region of -830 roadway in a mine, the deformation and failure characteristics of the roadway are investigated, and the failure mechanics mechanism of the surrounding rock is analyzed. Based on the theory of slip-line field, a mechanical model for the floor heave is established and is used to derive an explicit analytical formula for the failure radius of the floor (R₀). With the help of ZDY borehole peeper, the development degree of damage cracks in the surrounding rock is quantified. The UDEC numerical calculation model is established to inverse the stress of the surrounding rock, fracture development characteristics and displacement distribution laws of composite rock roadway under the original support, and the deformation mechanism of floor heave of composite rock roadway is comprehensively analyzed. The results show that the high ground stress, large difference in the ultimate strength of adjacent rock, poor lithology of floor, no support or weak support of floor are the fundamental causes of deformation of the floor heave in composite rock roadway. Considering the results of field investigation and numerical simulation analysis, based on the control idea of "solid bottom-strong side" overall support and "strong-weak-strong" combined bearing ring to strengthen the floor plate step by step, a combined support technology of "full-section anchor cable + precast block inverted-arch" is proposed and applied to the repair practice of the floor heave of composite rock roadway. The field monitoring results show that the floor heave deforms slowly until it becomes stable within 60 days of roadway repair, and the maximum floor heave is about 67.9 mm, which is 95% lower than that under the original support conditions, greatly reducing the possibility of repeated repair of roadway and ensuring the safe and efficient mining of coal resources in the mine.
- composite rock roadway /
- floor heave /
- full-section anchor cable /
- precast block reverse arch /
- bolt-grouting combined support

HTML全文

图 1 煤岩层综合柱状图

Figure 1. Comprehensive histogram of coal and rock strata

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图 2 原支护断面设计

Figure 2. Design of original support section

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图 3 巷道现场破坏特征

Figure 3. Failure characteristics of roadway

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图 4 围岩受力特征

Figure 4. Stress characteristics of surrounding rock

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图 5 复合岩体强度分析

Figure 5. Strength analysis of composite rock mass

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图 6 层理面力学效应

Figure 6. Mechanical effects of stratification plane

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图 7 巷道底鼓力学模型

Figure 7. Mechanical model for floor heave of roadway

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图 8 底板破坏半径敏感性分析

Figure 8. Sensitivity analysis of floor damaged-radius

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图 9 围岩钻孔窥视结果

Figure 9. Drilling imaging results of surrounding rock

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图 10 数值计算模型

Figure 10. Numerical model

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图 11 模型参数校正

Figure 11. Correction of model parameters

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图 12 水平应力云图

Figure 12. Cloud chart of horizontal stress

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图 13 围岩裂隙分布特征

Figure 13. Distribution characteristics of fracture of surrounding rock

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图 14 巷道位移特征

Figure 14. Displacement characteristics of roadway

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图 15 围岩位移矢量图

Figure 15. Displacement vectors of surrounding rock

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图 16 泥岩吸水强度测试

Figure 16. Water absorption strength tests on mudstone

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图 17 联合支护设计方案

Figure 17. Design scheme of combined support

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图 18 预制块反底拱现场施工图

Figure 18. Construction drawing of precast block reverse bottom arch

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图 19 巷道围岩收敛变形曲线

Figure 19. Deformation curves of convergence of surrounding rock

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图 20 复合岩巷返修效果图

Figure 20. Repair effects of composite rock roadway

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表 1 复合岩体剪切破坏条件

Table 1 Shear damage conditions of composite rock mass

层理角度	破坏判据		破坏类型
层理角度	角度/(°)	应力/MPa	破坏类型
β，β₀，β₁，β₂	${\beta _0} = \frac{{{\rm{ \mathsf{ π} }}}}{4} + \frac{{{\varphi _{\text{w}}}}}{2}$	${\sigma _1} \geqslant {\sigma _3} + \frac{{2({c_{\text{w}}}{\text{ + }}{\sigma _3}\tan {\varphi _{\text{w}}})}}{{\sqrt {1 + {{\tan }^2}{\varphi _{\text{w}}}} - \tan {\varphi _{\text{w}}}}}$	沿层理面破坏，复合岩体的强度取决于层理面强度
	${\beta _1} \leqslant \beta \leqslant {\beta _2}$	${\sigma _1} \geqslant {\sigma _3} + \frac{{2({c_{\text{w}}}{\text{ + }}{\sigma _3}\tan {\varphi _{\text{w}}})}}{{(1 - {\text{tan}}{\varphi _{\text{w}}}{\text{cot}}2\beta ){\text{sin}}2\beta }}$	沿层理面破坏，复合岩体的强度取决于层理面强度
	$\begin{array}{l}0\le \beta < {\beta }_{1}或\\ {\beta }_{2} < \beta \le 90°\end{array}$	${\sigma _1} \geqslant 2{c_0}\frac{{\cos {\varphi _0}}}{{1 - \sin {\varphi _0}}} + \frac{{1 + \sin {\varphi _0}}}{{1 - \sin {\varphi _0}}}{\sigma _3}$	不沿层理面破坏，复合岩体强度取决于上、下2个岩块强度

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表 2 模型块体及节理物理力学参数

Table 2 Physical and mechanical parameters of blocks and joints in model

岩性	块体参数						节理参数
岩性	密度/(kg·m^-3)	体积模量/GPa	剪切模量/GPa	内聚力/MPa	内摩擦角/(°)	抗拉强度/MPa	法向刚度/(GPa·m^-1)	切向刚度/(GPa·m^-1)	内聚力/MPa	内摩擦角/(°)	抗拉强度/MPa
砂岩	2 600	11.20	5.80	6.20	35	4.5	23.6	4.7	2.7	24	2.1
泥岩	2 100	2.40	1.30	1.30	17	1.2	14.2	2.8	1.2	20	0.9
砂质泥岩	2 350	5.00	2.60	3.60	20	2.1	18.5	3.7	1.6	18	0.6
7号煤	1 300	0.53	0.32	1.05	23	0.4	6.1	1.2	0.9	15	0.2

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