孔底间隔装药孔壁冲击压力特性

楼晓明; 官旭晖; 曾令峰; 郭文康; 岳彬; 卢韦

doi:10.11883/bzycj-2022-0109

孔底间隔装药孔壁冲击压力特性

doi: 10.11883/bzycj-2022-0109

楼晓明^{1, 2,},
官旭晖^{1, 2, ,},
曾令峰³,
郭文康³,
岳彬³,
卢韦³

1.
福州大学紫金地质与矿业学院，福建福州 350116
2.
福州大学爆炸技术研究所，福建福州 350116
3.
紫金矿业建设有限公司，福建厦门 361026

基金项目: 国家自然科学基金（52109124）

详细信息

作者简介:
楼晓明（1972－　），男，博士，教授，331261323@qq.com

通讯作者:
官旭晖（1997－　），男，硕士研究生，1119578451@qq.com

中图分类号: O383
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- 被引次数: 0
出版历程
- 收稿日期: 2022-03-22
- 修回日期: 2022-04-22
- 网络出版日期: 2022-05-05
- 刊出日期: 2023-06-05

Characteristics of the impact pressure of the hole wall by interval charge at the hole bottom

LOU Xiaoming^{1, 2
,},
GUAN Xuhui^{1, 2
, ,},
ZENG Lingfeng³,
GUO Wenkang³,
YUE Bin³,
LU Wei³

1.
Zijin School of Geology and Mining, Fuzhou University, Fuzhou 350116, Fujian, China
2.
Institute of Explosion Technology, Fuzhou University, Fuzhou 350116, Fujian, China
3.
Zijin Mining Construction Co., Ltd., Xiamen 361026, Fujian, China

摘要

摘要: 在良好破碎效果的前提下，通过降低孔底冲击波峰值压力来减小上向扇形深孔孔底以上岩体振动，是降低振动保护上部建筑的有效措施。为确定合理的孔底空气柱长度，采用理论研究和现场爆破试验相结合的方法，研究了孔底空气不耦合装药时空气柱长度对孔壁冲击压力的影响规律，得到了炮孔底部空气间隔不耦合装药条件下轴向不耦合因数和孔壁冲击压力曲线；基于岩石动态抗压强度，确定了适用于软、中、硬岩石的合理底部轴向空气间隔长度范围。为检验结论的合理性，进行现场验证试验并分析了爆破后采场顶板成型和爆堆块度的状况，结果表明：空气间隔层使冲击压力作用时间显著增加，而冲击压力峰值有明显减小；当不耦合因数为1.5即空气柱长度为200 mm时，孔底峰值压力衰减了73.4%，当不耦合因数为4即空气柱长度为1 200 mm时，孔底峰值压力衰减了96.7%；当空气间隔层大于60 cm时，炮孔底部出现压力较低的区域。合理的底部空气间隔长度，不仅能保证良好的爆破块度，也能减小孔底峰值压力、降低爆破振动，保护采场顶板和其他保护对象。
- 底部空气间隔 /
- 轴向不耦合装药 /
- 空气间隔装药爆破 /
- 冲击压力
Abstract: On the premise of a good crushing effect, reducing the rock mass vibration above the bottom of the upward fan-shaped deep hole by reducing the peak pressure of the shock wave at the bottom of the hole is an effective measure to protect the superstructure. To determine the reasonable length of the air column at the bottom of the hole, the influence of air column length on the impact pressure of the hole wall without consideration of air column coupling is studied by combining the theoretical analysis with the field model blast experiment. Based on the theories of one-dimensional unsteady hydrodynamics and theoretical detonation physics, the action process and propagation law of the shock wave in the blast hole in different stages after the explosion of the bottom air interval cylindrical charge column are discussed. Considering the reflection and transmission of shock waves at different media interfaces, the parameters of the shock wave propagating in different directions, the initial shock pressure, and the action time of the hole wall pressure in each stage are analyzed. Thus, the calculation formula and variation curves of the pressure on the hole wall in each stage are obtained. Six groups of twelve cylindrical thick wall concrete models of different sizes were designed and made, and the bottom air interval blasting model experiments were carried out to verify the above results. The air column lengths were 200, 400, 600, 800, 1 000 and 1 200 mm. During the blasting process, an ultra-high-speed multi-channel dynamic strain testing system was used to monitor the hole wall impact pressure. The monitoring data are then analyzed, and the theoretical results are verified. Finally, the variation curves of the peak pressures with the axial uncoupling factor and the variation curves of hole wall impact pressure with time and measurement point under different uncoupling factors are obtained. Based on the dynamic compressive strength of rock, reasonable length ranges of bottom axial air interval suitable for soft, medium, and hard rocks are determined. A field industrial blasting experiment was carried out with the air interval at the hole bottom to verify the rationality of the conclusion. The roof forming and the blasting pile size after the blast are observed and analyzed by photography. The research results show that the existence of air interval significantly increases the action time of the impact pressure. The peak value of the impact pressure decreases obviously. When the uncoupling factor is 1.5 and the length of the air column is 200 mm, the attenuation ratio of the peak pressure at the hole bottom is 73.4%; when the uncoupling factor is 4 and the length of the air column is 1.2 m, the attenuation ratio of the peak pressure at the hole bottom reaches 96.7%. When the air interval is greater than 60 cm, an area with low pressure appears at the bottom of the blast hole. A reasonable bottom air interval length can not only ensure good blasting fragmentation but also reduce blasting vibration by reducing the peak pressure at the hole bottom, thus protecting the stope roof and other protected objects.
- bottom air gap /
- axial uncoupling charge /
- air interval charge blasting /
- impact pressure

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图 1 反射稀疏波的波系图

Figure 1. Wave system diagram of reflected rarefaction waves

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图 2 冲击波遇孔壁反射的波系图

Figure 2. Wave system diagram of a shock wave reflected by a hole wall

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图 3 冲击波遇孔壁反射的压力-速度关系

Figure 3. The relationship between pressure and speed of a shock wave reflected by a hole wall

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图 4 孔底间隔装药孔内爆破冲击波的波系图

Figure 4. Wave system diagram of blasting shock wave in the interval charging hole

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图 5 压力随时间变化的理论曲线

Figure 5. Theoretical curves of pressure versus time

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图 6 压力随测点变化的理论曲线

Figure 6. Theoretical curves of pressure versus measuring point

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图 7 动态测试流程

Figure 7. Dynamic testing flow chart

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图 8 试验系统

Figure 8. The experimental system

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图 9 应变计的连接

Figure 9. Strain gauge connection

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图 10 成型的应变砖

Figure 10. Formed strain bricks

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图 11 厚壁圆筒照片

Figure 11. Thick wall cylinders

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图 12 应变砖布置

Figure 12. Distribution of strain bricks

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图 13 试验的网络连接和防护措施

Figure 13. Network connection and protective measures for the experiment

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图 14 不同不耦合因数时的孔底压力曲线

Figure 14. Pressure curves at the hole bottom with different uncoupling factors

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图 15 不同不耦合因数时的炮孔内最大峰值压力曲线

Figure 15. Maximum peak pressure curve in the blast hole with different uncoupling factors

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图 16 相同测点峰值压力随时间的变化曲线

Figure 16. Peak pressure curves with time at the same measuring point

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图 17 不同测点的峰值压力曲线

Figure 17. Peak pressure curves at different measuring points

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图 18 空气间隔器

Figure 18. Photos of air spacer

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图 19 炮孔布置

Figure 19. Blast hole layout

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图 20 炮孔装药结构

Figure 20. Blast hole charging structure

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图 21 普通导爆管分段起爆网路

Figure 21. Segmented initiation network of ordinary detonating tube

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图 22 未采用底部空气间隔装药时的顶板

Figure 22. The roof without bottom air interval charging

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图 23 底部空气间隔装药爆破的顶板和爆堆

Figure 23. The roof and blasting pile with bottom air interval charging

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表 1 不同不耦合因数时的模型尺寸

Table 1. Model dimensions with different uncoupling factors

不耦合因数	模型长度/m	测点间距/mm
1.5	0.8	50
2.0	1.0	67
2.5	1.2	83
3.0	1.4	100
3.5	1.6	117
4.0	1.8	133

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表 2 底部间隔装药的爆破试验结果

Table 2. The results of the bottom air interval charge blasting experiments

试验	轴向不耦合因数	空气柱长度/mm	峰值压力/GPa
1	1.5	200	5.467
2	1.5	200	5.481
3	2.0	400	5.352
4	2.0	400	5.605
5	2.5	600	5.396
6	2.5	600	5.421
7	3.0	800	5.253
8	3.0	800	5.085
9	3.5	1 000	5.335
10	3.5	1 000	5.278
11	4.0	1 200	5.285
12	4.0	1 200	5.475

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表 3 试验1各测点的压力

Table 3. Pressure at each measuring point in experiment 1

测点	距孔底距/mm	峰值时刻/μs	峰值压力/GPa
S1	600	101	5.467
S2	550	92	5.327
S3	500	78	5.221
S4	450	65	5.331
S5	400	51	5.467
S6	350	41	5.336
S7	300	29	5.197
S8	250	15	5.016
S9	200	2	4.232
S10	150	20	3.311
S11	100	38	2.575
S12	50	78	1.936
S13	0	70	1.553
S14	0	81	1.449
S15	0	73	1.554
S16	0	79	1.451

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表 4 不同岩石的合理轴向底部空气间隔长度

Table 4. Reasonable axial bottom air gap lengths for different rocks

岩石	单轴抗压强度/MPa	动态抗压强度/MPa	空气柱长度/mm	不耦合因数
软岩	<20	<400	400～600	2.0～2.5
中硬岩	20～40	400～800	200～400	1.5～2.0
硬岩	>40	>800	<200	<1.5

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表 5 现场试验参数

Table 5. Parameters of the field experiment

起爆方式	装药单耗/(kg·m⁻³)	段最大装药量/kg	总装药量/kg	孔数	孔径/mm	总孔深/m	总装药长度/m	总填塞长度/m
分段微差	0.54	79.6	672.5	42	60	298.4	214.4	84

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