大断面隧道钻爆冲击波的衰减规律

张学民; 周贤舜; 王立川; 杨国富; 冯涵; 高祥; 马明正

doi:10.11883/bzycj-2019-0045

大断面隧道钻爆冲击波的衰减规律

doi: 10.11883/bzycj-2019-0045

张学民^{1, 2},
周贤舜^{1, 2},
王立川^{1, 3, ,},
杨国富^{1, 4},
冯涵^{1, 2},
高祥^{1, 2},
马明正⁵

1.
中南大学土木工程学院，湖南长沙 410075
2.
重载铁路工程结构教育部重点实验室(中南大学)，湖南长沙 410075
3.
中国铁路成都局集团有限公司，四川成都 610082
4.
深圳市市政设计研究院有限公司，广东深圳 518029
5.
川藏铁路四川有限公司，四川成都 610043

基金项目: 国家自然科学基金（51978671，51378505）；郑万铁路客运专线科技计划项目（2016-068）

详细信息

作者简介:
张学民（1973－　），男，博士，副教授，zhangxm@csu.edu.cn

通讯作者:
王立川（1965－　），男，博士，正高级工程师，wlc773747@126.com

中图分类号: O382；TD235
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- 被引次数: 0
出版历程
- 收稿日期: 2019-02-18
- 修回日期: 2019-08-27
- 网络出版日期: 2020-01-25
- 刊出日期: 2020-02-01

Attenuation of blast wave in a large-section tunnel

ZHANG Xuemin^{1, 2},
ZHOU Xianshun^{1, 2},
WANG Lichuan^{1, 3
, ,},
YANG Guofu^{1, 4},
FENG Han^{1, 2},
GAO Xiang^{1, 2},
MA Mingzheng⁵

1.
School of Civil Engineering, Central South University, Changsha 410075, Hunan, China
2.
MOE Key Laboratory of Engineering Structure of Heavy Haul Railway (Central South University), Changsha 410075, Hunan, China
3.
China Railway Chengdu Group Company Limited, Chengdu 610082, Sichuan, China
4.
Shenzhen Municipal Design & Research Institute Company Limited, Shenzhen 518029, Guangdong, China
5.
Sichuan-Tibet Railway Sichuan Company Limited, Chengdu 610043, Sichuan, China

摘要

摘要: 隧道开挖爆破产生的空气冲击波的破坏效应，将会对人员、机具设备与周围环境造成危害。隧道钻孔爆破冲击波的影响因素比裸露药包爆炸更多、更复杂，研究其衰减规律对采取合适的防护措施意义重大。本文中开展了时速350 km双线铁路大断面隧道钻孔爆破空气冲击波的现场测试，分析了不同工况下冲击波传播规律及影响因素。结果表明：钻爆冲击波超压时程曲线存在多个不同幅值的超压波峰，波峰之间具有明显微差延时的短间隔性，传播至远场未形成稳定的单一平面波，与单一药包爆炸冲击波的传播规律存在差异；钻爆冲击波超压信号由多段与微差延时相对应的子信号叠加而成，子信号数量与毫秒延期雷管段数相同，呈现出典型的时域特征；相同爆破条件下，大断面隧道钻爆时的乳化炸药冲击波转化因数小于小断面巷道工况下的；相较于总药量及最大段药量，按掏槽药量计算的超压峰值与实测超压峰值之间的相关性最强，钻爆冲击波最大超压峰值宜按掏槽段炸药TNT当量确定；隧道内大型机械设备等障碍物改变了钻爆冲击波流场的传播规律，呈现较明显的叠加放大效应。
- 大断面隧道 /
- 钻爆法 /
- 分段微差爆破 /
- 空气冲击波超压
Abstract: The blasting air shock wave produced by tunnel excavation results in considerable casualties and damage to equipments and environments. Compared with those of the explosion of bare charges, the influencing factors of the blast wave induced by tunnel drilling are more complicated, so it is of considerable significance to study its attenuation law for taking appropriate protective measures. In this paper, a field test of blasting shock wave was carried out during the drilling and blasting of a large cross-section tunnel with a speed of 350 km/h, and the propagation law and influence factors of blasting shock wave under different conditions were analyzed. The results display that there are multiple overpressure peaks with different amplitudes in the shock wave overpressure-time curve, showing the short time intervals with significant millisecond delay characteristics between wave peaks. When the shock wave propagates to the far field, it does not form a stable plane wave, and it is different from the propagation law of shock wave of the single charge explosion. The shock wave overpressure signal is superimposed by multiple sub-signals, showing typical time domain properties, and the number of sub-signals is the same as that of the millisecond delay detonator segments. Under the same blasting conditions, the conversion factor of emulsion explosive energy into shock wave in a large-section tunnel is smaller than that in a small-section tunnel. Compared with the total charge and the maximum charge, the linear correlation between the peak values of shock wave overpressure calculated by the cut-hole charge and the measured peak values is the strongest. Then the maximum peak value of the blasting shock wave overpressure should be determined according to TNT equivalent of the cut-hole charge. Obstacles such as the large equipment in the tunnel will change the propagation law of the shock wave, showing a significant superimposed amplification effect.
- large-section tunnel /
- borehole blasting /
- millisecond delay blasting /
- shock wave overpressure

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图 1 隧道钻爆炮孔及段别布置

Figure 1. Layout of tunnel blasting holes and detonator segments

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图 2 测试仪器

Figure 2. Test instruments

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图 3 隧道现场仪器布置

Figure 3. Instrument arrangement in the tunnel

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图 4 隧道洞内冲击波超压测点布置

Figure 4. Measuring points of blasting shock wave overpressure in the tunnel

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图 5 隧道钻爆冲击波超压时程曲线

Figure 5. Shock wave overpressure-time curves in railway tunnel borehole blasting

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图 6 坑道裸露药包爆炸冲击波超压时程曲线^[4]

Figure 6. Shock wave overpressure-time curve of exposed charge in the mine tunnel^[4]

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图 7 隧道钻爆振速和冲击波超压时程曲线

Figure 7. Vibration velocity-time curve and shock wave overpressure-time curve in tunnel borehole blasting

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图 8 微差爆破振动与冲击波信号的模式自适应小波时能密度曲线

Figure 8. Pattern adapted wavelet time-energy density curves of millisecond blast vibration and shock wave signal

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图 9 各段别时刻对应的超压峰值与药量关系

Figure 9. Relations between peak overpressure and explosive quantity at different segments

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图 10 计算超压和实测超压之间的相关性

Figure 10. Correlations between calculated and measured overpressures

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图 11 隧道内障碍物现场

Figure 11. Obstacles in the tunnel

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图 12 钻爆冲击波遇障碍物前后超压峰值变化曲线

Figure 12. Overpressure peak changes of shock waves induced by drilling and blasting operation in the explosive fields with obstacles

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图 13 钻爆冲击波超压峰值与比例距离的关系

Figure 13. Relation of blasting air shock wave overpressure peak values versus scaled distance

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表 1 上台阶钻爆设计参数

Table 1. Design parameters of borehole blasting for the upper bench

炮孔分类	段别	孔数	孔深/m	单孔药卷数	单孔用药量/kg	延期时间/ms	总药量/kg
内掏槽	1	4	3.0	5	1.0	0	4.0
外掏槽	1	16	5.5	12/15	2.4/3.0	0	44.4
辅助孔	3	16	4.8	13	2.6	50	41.6
辅助孔	5	10	4.8	12	2.4	110	24.0
辅助孔	7	12	4.5	11	2.2	200	26.4
辅助孔	9	18	4.5	11	2.2	310	39.6
辅助孔	11	6	4.3	11	2.2	460	13.2
辅助孔	13	12	4.2	8/9	1.6/1.8	650	20.4
上周边孔	15	47	4.2	4	0.8	880	37.6
下周边孔	15	8	4.2	8/9/10/11	1.6/1.8/2.0/2.2	880	15.2
压孔	7	6	4.5	8	1.6	200	9.6
压孔辅助	9	8	4.5	8	1.6	310	12.8
二圈孔	13	10	4.2	6	1.2	650	12.0
抬孔	3	2	4.3	3	0.6	50	1.2
抬孔	5	6	4.2	9	1.8	110	10.8
抬孔	7	5	4.2	10	2.0	200	10.0
底板孔	11	16	4.5	8/11/12	1.6/2.2/2.4	460	39.6
角孔	15	2	4.5	12	2.4	880	4.8
合计							367.2

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表 2 隧道上台阶钻爆冲击波测试结果

Table 2. Records of shock wave test in upper bench cutting

试验工况	总药量/kg	掏槽药量/kg	最大段药量(段别)/kg	测点	爆心距/m	超压峰值/kPa
A1	367.2	48.4	57.6 (MS15)	1	74.5	4.259
				3	136.0	2.818
				4	166.0	1.894
A2	359.5	49.6	90.4 (MS09)	1	80.0	3.549
				2	110.0	2.408
				3	140.0	2.802*
				4	170.0	2.645*
				5	210.0	2.269*
A3	359.5	49.6	90.4 (MS09)	1	64.0	4.608
				2	99.0	3.019
				3	144.0	2.567
				4	184.0	1.863
A4	343.7	47.2	62.4 (MS11)	1	165.0	3.213
				3	255.0	2.292*
				4	300.0	2.764*
A5	343.7	47.2	62.4 (MS11)	1	147.0	3.380
				2	173.0	2.959
				3	279.0	3.089*
A6	351.7	52.0	63.2 (MS11)	1	146.0	3.870
A6	351.7	52.0	63.2 (MS11)	2	174.0	2.590

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