大埋深高承压水双层结构底板破坏机理及应用研究

李昂; 周永根; 杨宇轩; 于振子; 牟谦; 王满; 张波

doi:10.13199/j.cnki.cst.2022-1485

大埋深高承压水双层结构底板破坏机理及应用研究

李昂^{1, 3,},
周永根¹,
杨宇轩⁴,
于振子³,
牟谦²,
王满³,
张波³

1.
西安科技大学建筑与土木工程学院, 陕西西安　710054
2.
中煤科工集团重庆研究院有限公司, 重庆　400039
3.
中国平煤神马集团炼焦煤资源开发及综合利用国家重点实验室, 河南平顶山　4670993
4.
陕西建工第三建设集团有限公司, 陕西西安　710054

基金项目:

国家自然科学基金面上资助项目(51874229)；陕西省自然科学基础研究计划重点资助项目(2020JZ-52)

详细信息

作者简介:
李昂: (1981—)，男，辽宁鞍山人，副教授，博士。E-mail：651238823@qq.com

中图分类号: TD32
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出版历程
- 收稿日期: 2022-08-14
- 网络出版日期: 2023-09-27
- 刊出日期: 2023-10-19

Study on failure mechanism and application of double-layer structure floor with large buried depth and high confined water

1.
School of Architecture and Civil Engineering, Xi’an University of Science and Technology, Xi’an 710054, China
2.
Chongqing Research Institute of China Coal Technology and Engineering Group, Chongqing 400039, China
3.
Coking Coal Resources Development and Utilization State Key Laboratory, China Pingmei Shenma Group, Pingdingshan 467000, China
4.
SCEGC No.3 Construction Engineering Group Company Ltd, Xi’an 710054, China

Funds:

National Natural Science Foundation of China (51874229)； Key Funding Project of Shaanxi Provincial Natural Science Basic Research Program (2020JZ-52)

摘要

摘要:
平煤矿区首次开采近全岩下保护层工作面用于解放其上部受瓦斯突出威胁的己组煤炭资源，近千米埋深开采近全岩层势必加大底板破坏深度，一旦扰动隔水层内L₅弱富水性含水层形成寒灰水间接补给通道，影响工作面底板安全稳定。为此首先建立双层结构底板塑性滑移线场理论模型，推导出三种工况下双层底板最大破坏深度解析解；然后通过自主设计的孔隙水压力（弹簧）和地层有效应力（千斤顶）协同工作的相似模拟试验平台，基于数字图像相关技术模拟分析了采场顶底板变形形态和破坏特征；最后使用钻孔应变测量方法在平煤十二矿己₁₅-31040近全岩工作面开展底板破裂发育形态现场监测。结果表明：采用双层结构底板塑性滑移线场理论计算出己₁₅-31040近全岩工作面底板最大破坏深度为16.59 m；相似模拟试验揭示了底板破坏集中于开切眼及工作面两端，具有明显滞后破坏特征，最大破坏深度为17.8 m，工作面推进159.9 m进入充分开采后，底板应力逐渐恢复；现场实测结果显示底板岩体在工作面前方7.9 m出现压剪滑移破坏，工作面推过钻孔前后底板分别表现出压剪和拉剪破坏，底板最大破坏深度介于16.5～18 m。现场实测与理论计算和相似模拟试验结果较为吻合，研究成果有利于推动大埋深、高承压煤岩层开采底板水害防治技术的进步。
- 近全岩下保护层工作面 /
- 近千米埋深 /
- 寒武系灰岩 /
- 底板水害 /
- 相似模拟 /
- 钻孔应变技术
Abstract:
The first mining of nearly whole rock lower protective layer working face in Pingdingshan coal mining area is used to liberate the Ji group coal resources of its upper threatened by the gas outburst. The mining of the rock layer at a depth of nearly 1000 meters is bound to increase the depth of the floor damage. Once the L₅ weak water-rich aquifer in the aquifuge is disturbed, the indirect recharge channel of the cold ash water is formed, which affects the safety and stability of the rock floor. Firstly, the theoretical model of plastic slip line of double-layer structure floor is established, and the analytical solution of maximum failure depth of double-layer floor under three working conditions is derived. Then through the self-designed similar simulation experimental platform of pore water pressure (spring) and stratum effective stress (jack), the deformation form and failure characteristics of stope roof and floor are simulated and analyzed based on digital image correlation technology. Finally, the borehole strain measurement method was used to carry out on-site monitoring of floor fracture development morphology in Ji₁₅-31040 nearly whole rock working face of Pingdingshan No.12 Coal Mine. The results show that the maximum failure depth of Ji₁₅-31040 nearly whole rock working face floor is 16.59 m by using the plastic slip line theory of double-layer structure floor. The similar simulation experiment reveals that the floor failure is concentrated at both ends of the open-off cut and the working face, with obvious lagging failure characteristics. The maximum failure depth is 17.8 m. After the working face advances 159.9 m into full mining, the floor stress gradually recovers. The field measurement results show that the floor rock mass has a compression-shear slip failure at 7.9 m in front of the working face. The floor before and after the working face is pushed through the borehole shows compression-shear and tension-shear failure, respectively. The maximum failure depth of the floor is between 16.5 m and 18 m. The results of field measurement are in good agreement with theoretical calculation and similar simulation test.
- nearly whole rock lower protective layer working face /
- depth of nearly 1000 meters /
- cambrian limestone /
- floor water hazard /
- similar simulation /
- drilling strain technology

HTML全文

图 1 单层结构底板破坏深度计算简图

Figure 1. Calculation diagram of failure depth of single-layer structure floor

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图 2 H₀<H'工况下的双层结构底板破坏深度计算简图

Figure 2. Calculation diagram of floor failure depth of double-layer structure under H₀<H'

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图 3 H₀＝H'工况下的双层结构底板破坏深度计算简图

Figure 3. Calculation diagram of floor failure depth of double-layer structure under H₀＝H'

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图 4 H₀>H'工况下的双层结构底板破坏深度计算简图

Figure 4. Calculation diagram of floor failure depth of double-layer structure under H₀>H'

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图 5 底板岩体综合柱状图

Figure 5. Synthesis column map

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图 6 顶板相似材料

Figure 6. Roof similar material of block

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图 7 底板承压水模拟系统

Figure 7. Floor pressurized water simulation system

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图 8 不同规格弹簧的弹性系数

Figure 8. Elastic coefficient of spring with different specifications

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图 9 顶板压力加载系统

Figure 9. Roof pressure loading system

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图 10 监测系统示意

Figure 10. Monitoring system schematic

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图 11 相似试验概况

Figure 11. Overview of similar simulation experiments

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图 12 顶底板塑性破坏范围演化规律

Figure 12. Evolution law of plastic failure range of roof and floor

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图 13 监测方案示意

Figure 13. Monitoring programme schematics

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图 14 应变量实测曲线

Figure 14. Measured curve of strain

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图 15 不同推进度下应变变化速率等值线及彩色影像图

Figure 15. Isoline and color image of strain change rate under different propulsion

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表 1 底板最大破坏深度理论计算参数

Table 1 Theoretical calculation parameters of maximum floor failure depth

工作面超前塑性破坏长度/m	底板岩体内摩擦角/（°）		上层岩体厚度/m
工作面超前塑性破坏长度/m	上层	下层	上层岩体厚度/m
x₀	φ₁	φ₂	H'
7.9	39	36	5.5

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表 2 底板相似材料配比及用量

Table 2 Proportion and dosage of similar materials for floor

序号	底板岩性	厚度 /m	模拟层厚/cm	配比	砂子质量/ kg	石膏质量/kg	大白粉质量/kg
1	L₈灰岩	3.5	2.7	6∶7∶3	18.5	2.2	0.9
2	煤	0.2	0.2	8∶8∶2	1.1	0.1	0.03
3	砂质泥岩	1.8	1.4	8∶8∶2	10.3	1.0	0.3
4	L₇灰岩	7.2	5.6	6∶7∶3	38.4	4.5	1.9
5	砂质泥岩	1.0	0.8	8∶8∶2	5.6	0.6	0.1
6	煤	0.35	0.3	8∶8∶2	2.2	0.2	0.06
7	砂质泥岩	11	8.5	8∶8∶2	55.5	5.5	1.4
8	L₆灰岩	2.3	1.8	6∶7∶3	12.3	1.4	0.6
9	砂质泥岩	3.2	2.5	8∶8∶2	17.8	1.8	0.4
10	L₅灰岩	5.2	4.1	6∶7∶3	28.1	3.3	1.4
11	煤	0.8	0.6	8∶8∶2	4.3	0.4	0.1
12	砂质泥岩	3.0	2.3	8∶8∶2	16.3	1.7	0.4
13	L₄灰岩	4.0	3.1	6∶7∶3	21.3	2.5	1.1
14	煤	0.5	0.4	8∶8∶2	2.8	0.3	0.08
15	砂质泥岩	3.5	2.7	8∶8∶2	19.3	1.9	0.5
16	L₃-L₁灰岩	9.5	7.4	6∶7∶3	50.7	5.9	2.5
17	铝土泥岩	8.0	6.3	8∶2∶8	44.8	1.1	4.5
注：配比为砂子质量∶石膏质量∶大白粉质量。

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表 3 顶板相似材料配比

Table 3 Proportion and dosage of similar materials for floor

序号	顶板岩性	层厚/ m	模拟厚度/ cm	单个块体厚度/ cm	块体材料配比	胶结材料配比(砂子∶石膏∶大白粉)
1	己₁₄煤	0.4	3	3	水泥∶胶乳∶砂-1∶0.2∶3	4∶2∶1.5
2	细粒砂岩	1.2	3	3	水泥∶胶乳∶砂-1∶0.2∶3	4∶2∶1.5
3	砂质泥岩	5	4	4	水泥∶JS-1.2∶1	3∶2∶1
4	细粒砂岩	4	3	3	水泥∶胶乳∶砂-1∶0.2∶3	4∶2∶1.5
5	砂质泥岩	7	8	4	水泥∶JS-1.2∶1	3∶2∶1
6	泥岩	1.7	6	3	水泥∶JS-1∶1	3∶1∶1.5
7	己₁₅煤	5	6	3	水泥∶JS-1∶1	3∶1∶1.5
8	泥岩	0.3	6	3	水泥∶JS-1∶1	3∶1∶1.5
9	砂质泥岩	10	8	4	水泥∶JS-1.2∶1	3∶2∶1
10	己_16-17煤	1.8	3	3	水泥∶JS-1∶1	3∶1∶1
11	砂质泥岩	0.5	3	3	水泥∶JS-1∶1	3∶1∶1
12	细粒砂岩	2	3	3	水泥∶JS-1∶1	3∶1∶1
13	砂质泥岩	11.8	8	4	水泥∶JS-1.2∶1	3∶2∶1
15	L₉灰岩	2.4	3	3	水泥∶胶乳∶砂-1∶0.1∶1	3∶3∶1

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表 4 来压步距统计

Table 4 Pressure step statistics

来压次数	基本顶初次来压	第1次来压	第2次来压	第3次来压	第4次来压	第5次来压	第6次来压	第7次来压
开挖距离/m	48.4	64.0	77.4	87.3	101.5	109.1	120.1	132.9
来压步距/m	48.4	15.6	13.4	9.9	14.2	7.6	11.0	12.8

来压次数	第8次来压	第9次来压	第10次来压	第11次来压	第12次来压	第13次来压	第14次来压	平均周期来压
开挖距离/m	141.2	155.9	163.8	173.7	186.9	202.2	218.9
来压步距/m	8.3	14.7	7.9	9.9	13.2	15.4	16.6	12.2

下载: 导出CSV

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