急倾斜薄矿脉中深孔落矿爆破参数优化

徐帅; 彭建宇; 李元辉; 安龙; 邬金

doi:10.11883/1001-1455(2015)05-0682-07

急倾斜薄矿脉中深孔落矿爆破参数优化

doi: 10.11883/1001-1455(2015)05-0682-07

徐帅¹,
彭建宇^{1, 2, ,},
李元辉¹,
安龙¹,
邬金¹

1.
东北大学深部金属矿山安全开采教育部重点实验室, 辽宁沈阳 110819
2.
湖南科技大学煤矿安全开采技术湖南省重点实验室, 湖南湘潭 411201

基金项目: 国家自然科学基金项目(51204031, 51274055);国家科技支撑计划项目(2013BAB02B03);教育部基本科研项目(N130401007);煤矿安全开采技术湖南省重点实验室开放基金项目(201302)

详细信息

作者简介:
徐帅(1981—), 男, 博士, 副教授

通讯作者:
彭建宇, 810855404@qq.com

中图分类号: O389
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- 被引次数: 0
出版历程
- 收稿日期: 2014-03-11
- 修回日期: 2015-07-09
- 刊出日期: 2015-10-10

Blasting parameter optimization of medium-depth hole caving for steeply inclined thin veins

Xu Shuai¹,
Peng Jian-yu^{1, 2
, ,},
Li Yuan-hui¹,
An Long¹,
Wu Jin¹

1.
Key Laboratory of Ministry of Education on Safe Mining of Deep Metal Mines, Northeastern University, Shenyang 110819, Liaoning, China
2.
Hunan Key Laboratory of Safe Mining Technique of Coal Mines, Hunan University of Science and Technology, Xiangtan 411201, Hunan, China

摘要

摘要: 依托金厂沟梁金矿中深孔落矿工业实验，开展急倾斜薄矿脉中深孔落矿爆破参数优化研究。基于非线性动力分析有限元软件ANSYS/LS-DYNA开展多种方案的数值模拟，分析了不同爆破参数下窄矿脉爆破应力场分布特征和窄矿脉爆破夹制作用下爆破裂隙区域的形成过程。计算结果表明，抵抗线在0.8~1.2 m范围内，相同孔距下自由面中心位置有效应力峰值随着抵抗线增大呈现衰减趋势；孔距在0.9~1.6 m范围内，相同抵抗线应力峰值随孔距增大而增大，孔距增大的同时，上下盘围岩损失程度也随之增大。选择孔网面积作为衡量依据，随炮孔密集系数增大，有效应力增量减缓，密集系数超过1.5后，矿石损失贫化加剧。综合各方案模拟结果，1.0 m×1.4 m为最优的爆破参数。将优化结果用于现场实验，爆破后采用三维激光扫描系统进行评估，实测爆区体积为设计体积的91.8%，爆破并未导致矿体上下盘围岩垮落，爆破效果良好。
- 爆炸力学 /
- 参数优化 /
- ANSYS/LS-DYNA /
- 急倾斜薄矿脉 /
- 中深孔爆破 /
- 矿岩破坏范围
Abstract: On the basis of the industrial experiment of medium-depth hole caving in Jinchanggouliang Gold Mine, the authers carried out the optimization research of hole pattern blasting parameters. ANSYS/LS-DYNA was used to make several schemes of numerical simulation. Then the distribution features of the blasting stress fields under different hole pattern parameters and the formation process of the fractured blasting regions under the constrained blasting effect of narrow vein were obtained. The results show that when the resistance line is between 0.8 and 1.2 m, under the same hole spacing, the effective stress peak of the central free surface decreases with the increasing resistance line; when the hole spacing is between 0.9 and 1.6 m, it increases with the rising hole spacing under the same resistance line. As the bore hole density coefficient increases, the stress increments slow down, and the ore loss and dilution aggravate, if the bore hole density coefficient is more than 1.5. Comparison of all the schemes displays that the 1.0 m×1.4 m hole pattern parameter is the best. After employing the optimization results for the field experiment and with the CMS evaluating the blasting effect, the actual blasting zone volume covers 91.8% of the designed volume. The blast, with sound effect, did not cause the top and bottom side wall orebody to cave.
- mechanics of explosion /
- parameter optimization /
- ANSYS/LS-DYNA /
- steeply-inclined thin veins /
- medium-depth hole blasting /
- destruction region of ore-rock

HTML全文

图 1 中深孔无底柱分段崩落采矿法示意图

Figure 1. Diagram of non-pillar sublevel caving method for medium-depth holes

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图 2 数值计算模型

Figure 2. Numerical simulation model

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图 3 爆破破岩过程

Figure 3. The process of rock breaking

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图 4 不同孔网参数下关键单元应力变化

Figure 4. Stress changes of key elements under different hole pattern parameters

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图 5 不同方案爆破模拟效果

Figure 5. Blasting effects simulated with different cases

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图 6 炮孔密集系数与应力峰值关系

Figure 6. Relationship between stress peak and bore hole density coefficient

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图 7 密集系数为2和1.4时的爆破效果

Figure 7. Blasting effects of bore hole density coefficients 2 and 1.4

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图 8 现场炮孔布置图

Figure 8. Layout of field drilling holes

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图 9 爆破后空区扫描结果

Figure 9. Gap scanning result after blasting

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图 10 设计与实测爆破体横剖面图

Figure 10. Blasting section of designed and actual zone

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表 1 炮孔密集系数对关键单元应力峰值的影响

Table 1. Influence of hole density coefficient on the stress peak of the key elements

d×m	S/m²	m	σ/MPa
1.2 m×1.2 m	1.4	1.0	33.00
1.1 m×1.3m	1.4	1.2	47.95
1.0 m×1.4 m	1.4	1.4	71.60
0.9 m×1.6 m	1.4	1.8	76.65
1.2 m×1.1 m	1.3	1.1	50.48
1.3 m×1.0 m	1.3	1.3	62.84
1.4 m×0.95 m	1.3	1.5	75.41
1.6 m×0.8 m	1.3	2.0	79.16
1.0 m×1.2 m	1.2	1.20	51.3
0.95 m×1.3 m	1.2	1.37	73.90
0.9 m×1.3 m	1.2	1.44	75.23

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