小断面巷道精确延时逐孔起爆技术

doi:10.12382/bgxb.2024.0418

摘要/Abstract

摘要：

数码电子雷管精确延时性能为地下小断面巷道选择逐孔起爆方式提供了条件,但孔间延期时间的选择一直是难点。基于爆破破岩及毫秒爆破理论,构建巷道逐孔起爆精确延时计算方法,采用广义离散元法数值模拟软件建立全断面三维数值模型,基于计算的延期时间进行逐孔起爆数值仿真,分析巷道断面损伤和有效应力。研究结果表明:50ms内,掏槽孔全部起爆,孔间延时较小,应力波叠加明显,产生明显粉碎区;50ms后,辅助孔和周边孔逐个起爆,自由面不断扩大,夹制作用减小,孔间延时增大,应力波叠加减弱,岩石破碎均匀,爆炸能量利用更充分;地下矿山巷道逐孔爆破试验效果显著,爆后无明显大块,平均块度粒径19cm,平均炮孔利用率93.3%,精确延时逐孔起爆方法有效提高了小断面巷道的掘进效率并控制了爆破扰动。

关键词: 小断面巷道, 逐孔起爆, 临空面积, 精确延时, 广义离散元法

Abstract:

The accurate delay performance of digital electronic detonator provides the conditions for selecting a method of hole-by-hole detonation in small section roadway,but the selection of delay time between holes has always been a difficulty.Based on the theory of rock breaking and millisecond blasting,an accurate delay calculation method of hole-by-hole detonation in roadway is constructed.The three-dimensional numerical model of full section is established by using the generalized discrete element method (GDEM) software.Based on the calculated delay time,the hole-by-hole detonation is numerically simulated to analyze the damage and effective stress of roadway section.The results show that,within 50ms,the cutting holes are all detonated,the delay time between the holes is short,the superposition of stress waves is obvious,and an obvious crushing zone is generated.After 50ms,the auxiliary holes and the surrounding holes are detonated one by one,the free surface is continuously expanded,the clamping force is reduced,the delay time between the holes is increased,the superposition of stress waves is weakened,the rock is broken evenly,and the explosion energy is more fully utilized.The hole-by-hole blasting test results of underground mine roadway are remarkable,there are no obvious chunks after blasting,the average block size is 19 cm,and the average hole utilization rate is 93.3%.The precise delay hole-by-hole blasting method effectively improves the tunneling efficiency of small-section roadway and controls the blasting disturbance.

Key words: small section roadway, hole-by-hole detonation, free area, accurate delay, generalized discrete element method

王勉, 王建国, 马军, 李进华, 雷露刚, 张伟. 小断面巷道精确延时逐孔起爆技术[J]. 兵工学报, 2025, 46(3): 240418-.

WANG Mian, WANG Jianguo, MA Jun, LI Jinhua, LEI Lugang, ZHANG Wei. Precise Delay Hole-by-hole Detonation Technology for Small Section Roadway[J]. Acta Armamentarii, 2025, 46(3): 240418-.

图/表 23

图1 波速测量示意图

Fig.1 Wave velocity measurement diagram

图2 单轴抗压强度试验

Fig.2 Uniaxial compressive strength test

图3 大理岩试件

Fig.3 Marble specimens

表1 岩石物理力学参数

Table 1 Full section blasting parameter

参数	数值	参数	数值
σ_c/MPa	120	σ_t/MPa	14
E/GPa	40	θ/(°)	36
ρ_m/(kg·m^-3)	2700	ν	0.16

图4 炮孔平面布置图

Fig.4 Borehole plane layout

图5 偏心不耦合装药简图

Fig.5 Schematic diagram of eccentric uncoupled charge

图6 KD和pr随D点角度变化曲线图

Fig.6 KD and pr vs D point angle change curve

图7 各炮孔破岩范围和最小抵抗线示意图

Fig.7 Schematic diagram of rock breaking range and minimum resistance line of each borehole

表2 各炮孔临空面积和最小抵抗线

Table 2 The free area and minimum resistance line of each hole

参数	孔号
参数	2	3	4	5	6	7	8	9
临空面积/m²	0.065	0.0699	0.1552	0.2347	0.3246	0.5084	0.6355	0.8107
最小抵抗线/m	0.13	0.21	0.13	0.21	0.33	0.29	0.29	0.33
参数	孔号
参数	10	11	12	13	14	15	16	17
临空面积/m²	1.0434	1.2584	1.4814	1.6357	2.0087	2.3989	2.7853	3.1603
最小抵抗线/m	0.40	0.40	0.34	0.52	0.52	0.54	0.54	0.52

表3 全断面逐孔起爆孔间延时计算值

Table 3 The calculated value of delay time between holes of full section hole-by-hole detonation

孔号	2	3	4	5	6	7	8	9
延时/ms	10(10)	15(25)	10(35)	15(50)	30(80)	27(107)	27(134)	30(164)
孔号	10	11	12	13	14	15	16	17
延时/ms	35(199)	35(234)	30(264)	45(309)	45(354)	45(399)	45(444)	45(489)

图8 模型尺寸(左)及网格划分(右)

Fig.8 Model size(left) and meshing(right)

图9 边界条件设置示意

Fig.9 Boundary condition setting

表4 HJC本构模型参数

Table 4 HJC constitutive model

参数	数值	参数	数值
材料密度ρ/(kg·m^-3)	2700	无侧限抗压强度C_oms/ MPa	143
材料归一化的内聚强度A	0.25	压实状态体积模量1,K1/GPa	12
归一化的压力硬化系数B	1.8	压实状态体积模量2,K2/GPa	25
应变率系数C	0.00184	压实状态体积模量3,K3/GPa	42
压力硬化指数N	0.83	材料能够承受的最大静水拉应力T/MPa	6.82
归一化的最大强度S_max	5	材料剪切模量G/GPa	22.3
损伤计算系数D1	0.05	空洞完全坍塌(压实)时的压力p_lock/GPa	1.2
损伤计算指数D2	1	空洞完全坍塌(压实)时的体积应变U_lock	0.0159
最小破碎塑性应变E_min	0.01	空洞坍塌压力p_crush/GPa	24.5
弹性极限体积应变U_crush	0.00118

图10 监测点位置

Fig.10 Monitoring point location

图11 爆破损伤演化云图(Z=9m)

Fig.11 Blasting damage evolution nephogram(Z=9m)

图12 块体总破坏度和总破裂度随时间变化曲线

Fig.12 The changing curves of total failure degree and total rupture degree of block with time

图13 有效应力演化云图(Z=10m)

Fig.13 Effective stress evolution nephogram(Z=10m)

图14 监测点数据曲线

Fig.14 Changing curves of stresses at various measuring points

图15 爆后效果图

Fig.15 Post-explosion effect diagram

表5 巷道爆破掘进参数

Table 5 Excavation parameters of roadway blasting

炮孔编号	孔径/ mm	装药量/ kg	装药方式	孔深/ m	数码电子雷管数/发
1、8、9、10、11 (掏槽)	40	7.5	连续装药	1.7	5
2~7(空孔)	50			1.5
12~15(辅助)	40	4.8	连续装药	1.5	4
16~23(周边)	40	9.6	连续装药	1.5	8

图16 现场试验爆破效果图

Fig.16 Field test blasting effect diagram

图17 爆后大理石碎石块度的处理

Fig.17 Treatment of marble fragmentation after blasting

表6 现场试验效果对比

Table 6 Field test effect comparison

方案	单循环进尺/m	平均炮孔利用率/%	爆后碎石/cm
原方案	1.30	86.7	40
优化后方案	1.40	93.3	19

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