基于双向聚能拉张爆破理论的巷道顶板定向预裂

何满潮; 郭鹏飞; 张晓虎; 王炯

doi:10.11883/bzycj-2016-0359

基于双向聚能拉张爆破理论的巷道顶板定向预裂

doi: 10.11883/bzycj-2016-0359

何满潮^{1, 2},
郭鹏飞^{1, 2, ,},
张晓虎^{1, 2},
王炯¹

1.
中国矿业大学(北京)深部岩土力学与地下工程国家重点实验室, 北京 100083
2.
中国矿业大学(北京)力学与建筑工程学院, 北京 100083

基金项目:

国家重点研发计划项目 2016YFC0600900

国家自然科学基金项目 41602308

详细信息

作者简介:
何满潮(1956-), 男, 博士, 教授

通讯作者:
郭鹏飞, 853438955@qq.com

中图分类号: O389;TD235.4
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- 被引次数: 0
出版历程
- 收稿日期: 2016-11-29
- 修回日期: 2017-03-13
- 刊出日期: 2018-07-25

Directional pre-splitting of roadway roof based on the theory of bilateral cumulative tensile explosion

HE Manchao^{1, 2},
GUO Pengfei^{1, 2
, ,},
ZHANG Xiaohu^{1, 2},
WANG Jiong¹

1.
State Key Laboratory for Geomechanics and Deep Underground Engineering, China University of Mining and Technology, Beijing 100083, China
2.
Institute of Geotechnical Engineering, China University of Mining and Technology, Beijing 100083, China

摘要

摘要: 为在切顶卸压沿空留巷中获得巷道顶板预裂炮孔的最优间距，基于双向聚能拉张爆破技术，采用以LS-DYNA动力分析软件为基础的数值模拟和现场试验对巷道顶板定向预裂进行研究，优化炮孔间距。数值模拟结果表明，当炮孔间距为400 mm时，应力波叠加后产生有效的拉应力；当炮孔间距为500 mm时，应力波叠加后也能够产生有效的拉应力，该拉应力大于孔壁围岩的抗拉强度，能够使孔壁围岩沿聚能方向形成裂缝，且利于炮孔间裂纹的扩展；随着炮孔间距进一步的增大，当炮孔间距为600 mm爆破时，由于间距过大，应力波无法有效叠加，不能产生连续裂缝。现场试验表明，间距为400和500 mm的炮孔间隔爆破时，未爆破孔自炮孔孔底至孔口产生连续有效裂缝，裂缝长度达2.4 m，相邻炮孔间沿炮孔中心线均能够形成连续有效的切缝面，能够有效控制沿空巷道顶底板位移及沿空巷道顶板压力。综合分析，在3种不同炮孔间距的试验方案中，确定间隔爆破、500 mm的炮孔间距为同一地质条件下3种试验设计中的最优方案。
- 双向聚能拉张爆破 /
- 切顶卸压 /
- 定向预裂 /
- 炮孔间距 /
- 动力分析
Abstract: To obtain the optimal pre-splitting hole spacing in a retained gob-side entry formed by roof cutting and pressure releasing, we investigated the directional pre-splitting of the roadway roof under bilateral cumulative tensile explosion using the LS-DYNA software and field test. The numerical results showed that the effective tension stress was generated after the stress wave superposition when the hole spacing was 400 mm; that when the hole spacing was 500 mm, the effective tension stress was also higher than the tensile strength of the hole wall rock, thus forming the cracks in the hole wall rock along the direction of cumulative energy and expanding the cracks between the adjacent holes; and that when the hole spacing was 600 mm, the cracks between the adjacent holes failed to form because the hole spacing was too large to generate the effective tension stress. The field tests showed that continuous cracks were formed from the hole bottom to porthole in the blasting-free holes when the hole spacing was 400 or 500 mm and the crack length reached 2.4 m, forming a continuous cutting surface and effectively restraining the displacement of roof and floor and the roof pressure along the roadway in the gob-side entry. Out study concluded that the interval blasting with a 500 mm hole spacing was the optimal design in the three tests under different hole-spacing conditions.
- bilateral cumulative tensile explosion /
- roof cut and pressure releasing /
- directional pre-splitting /
- hole spacing /
- dynamic analysis

HTML全文

图 1 双向聚能拉张爆破作用原理

Figure 1. Principle of bilateral cumulative tension blasting

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图 2 未定向预裂时沿空巷道围岩结构

Figure 2. Structure of surrounding rock of gob-side entry before directional presplitting

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图 3 定向预裂后留巷围岩结构

Figure 3. Structure of surrounding rock of gob-side entry after directional presplitting

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图 4 双向聚能拉张爆破断裂力学模型^[14]

Figure 4. Fracture mechanical model of bilateral cumulative tension blasting^[14]

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图 5 爆破孔布置及爆破方法

Figure 5. Blasting hole arrangement and blasting method

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图 6 不同间距炮孔爆破后0.2 ms y方向应力分布

Figure 6. y-direction stress distribution after blasting with different hole spacings

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图 7 不同间距炮孔爆破时裂缝效果

Figure 7. Crack effect when blasting with different hole spacings

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图 8 爆破时模型中测点y向应力平均值变化规律

Figure 8. Variation of average stress in y direction at the gauge point during the blasting process

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图 9 聚能爆破单孔装药示意图

Figure 9. Illustration of single hole charge in cumulative blasting

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图 10 试验方案区域划分及装药方式

Figure 10. Regional division of test plan and its relative position

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图 11 间隔孔孔内裂缝情况(平面展开)

Figure 11. Crack in spacing hole (plane unfolded)

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图 12 不同间距炮孔对应区域沿空巷道顶底板位移及顶板压力曲线

Figure 12. Roof and floor displacement and roof pressure curves of corresponding regions in gob-side entry with different hole spacings

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表 1 炸药参数

Table 1. Explosive parameters

ρ/(g·cm^-3)	D/(m·s^-1)	p/GPa	A/GPa	B/GPa	R₁	R₂	ω	E₀/GPa
1.2	3 800	27	326	5.81	5.81	1.56	0.57	2.67

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表 2 模型中岩石基本力学参数

Table 2. Basic mechanical parameters of rock in the model

ρ/(g·cm^-3)	ν	c_P/(m·s^-1)	c_S/(m·s^-1)	K/GPa	G/GPa	f_c/MPa	T/MPa
2.56	0.34	3 835	2 665	25.7	21.9	67.1	6.8

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表 3 聚能管材力学参数

Table 3. Mechanical parameters of shaped pipe

ρ/(g·cm^-3)	E/GPa	G_PVC/GPa	σ_Y/MPa	ν
1.43	43	3.2	61.7	0.32

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表 4 方案设计

Table 4. Schematic design

No.	L/mm	D/mm	起爆方式
1	400	48	间隔爆破
2	400	48	连孔爆破
3	500	48	间隔爆破
4	500	48	连孔爆破
5	600	48	间隔爆破
6	600	48	连孔爆破

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表 5 现场试验方案设计

Table 5. Design of field test scheme

编号	距切眼距离/m	L/mm	孔深/m	倾角/(°)	不耦合系数	D/mm	装药
1	250-350	400	3.5	20	1.5	48	3卷、1.5 m聚能管、填塞2 m
2	350-450	500	3.5	20	1.5	48	3卷、1.5 m聚能管、填塞2 m
3	350-650	600	3.5	20	1.5	48	3卷、1.5 m聚能管、填塞2 m

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