高地应力岩体多孔爆破破岩机制

杨建华; 孙文彬; 姚池; 张小波

doi:10.11883/bzycj-2019-0427

高地应力岩体多孔爆破破岩机制

doi: 10.11883/bzycj-2019-0427

杨建华^{1, 2,},
孙文彬^{1, 2},
姚池^{1, 2, ,},
张小波^{1, 2}

1.
南昌大学建筑工程学院，江西南昌 330031
2.
南昌大学江西省尾矿库工程安全重点实验室，江西南昌 330031

基金项目: 国家自然科学基金(51969015，U1765207)；江西省自然科学基金(20192ACB21019，20181BAB206047)

详细信息

作者简介:
杨建华（1986－　），男，博士，副教授，yangjianhua86@ncu.edu.cn

通讯作者:
姚　池（1986－　），男，博士，副教授，chi.yao@ncu.edu.cn

中图分类号: O382.2
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- 被引次数: 0
出版历程
- 收稿日期: 2019-11-07
- 修回日期: 2020-04-20
- 刊出日期: 2020-07-01

Mechanism of rock fragmentation by multi-hole blasting in highly-stressed rock masses

YANG Jianhua^{1, 2
,},
SUN Wenbin^{1, 2},
YAO Chi^{1, 2
, ,},
ZHANG Xiaobo^{1, 2}

1.
School of Civil Engineering and Architecture, Nanchang University, Nanchang 330031, Jiangxi, China
2.
Key Laboratory of Tailings Reservoir Engineering Safety of Jiangxi Province, Nanchang University, Nanchang 330031, Jiangxi, China

摘要

摘要: 深部岩体爆破破岩是爆炸荷载与高地应力共同作用的结果。基于一些简化假设，建立了一个高地应力岩体双孔爆破计算模型，采用光滑粒子流体力学-有限元方法耦合数值模拟方法，研究了高地应力作用下炮孔间裂纹的传播及贯通过程，分析了炮孔周围应力场动态演化过程与分布特征。研究结果表明：爆破引起的岩体开裂主要是环向动拉应力所致，地应力对岩体的压缩降低了炮孔周围环向动拉应力、缩短了环向动拉应力的作用时间，因而对爆炸致裂起抑制作用；静水地应力条件下多孔爆破时，垂直于炮孔连线方向传播的爆生裂纹更易受到地应力的抑制；对于高地应力岩体爆破，炮孔间的裂纹扩展长度随地应力水平的提高而减小，裂纹主要沿最大主应力方向扩展，因此沿最大主应力方向布置炮孔、缩短炮孔间距有利于炮孔间裂纹的连接贯通，形成良好的爆破开挖面。
- 爆破 /
- 地应力 /
- 开裂 /
- 光滑粒子流体力学-有限元方法耦合数值模拟方法
Abstract: During blasting in deep rock masses, the rock fragmentation is contributed to the combined effects of blast loading and high in-situ stress. An analysis model based on simplifying assumptions was developed for double-hole blasting in highly-stressed rock masses, and the crack propagation and dynamic stress evolution surrounding the blastholes were studied by using the coupled SPH (smoothed particle hydrodynamics）-FEM（finite element method) method. The results show that the blast-induced rock cracking is mainly caused by the dynamic circumferential tensile stress generated from blast loading. However, in the rock masses subjected to in-situ stress, the dynamic circumferential tensile stress is reduced in magnitude and duration due to the compressive effect of the in-situ stress. Therefore, the in-situ stress plays a role in inhibiting the rock fragmentation caused by blasting. For the case of multi-hole blasting in a hydrostatic in-situ stress field, the crack propagation perpendicular to the connecting line between the adjacent holes is more easily inhibited by the in-situ stress. The length of blast-induced crack growth decreases with an increase in the in-situ stress level. With regard to a non-hydrostatic in-situ stress field, the crack propagation along the direction of the minimum principal in-situ stress is most severely suppressed, and thus the cracks grow preferentially along the maximum principal stress direction. Therefore, arranging the blastholes along the maximum principal stress direction and shortening the spacing between the blastholes will facilitate the crack connections and the formation of excavation surfaces.
- blasting /
- in-situ stress /
- cracking /
- coupled SPH-FEM method

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图 1 双孔爆破分析模型

Figure 1. The analysis model for double-hole blasting

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图 2 SPH-FEM耦合示意图

Figure 2. Illustration of the coupled SPH-FEM algorithm

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图 3 数值计算模型

Figure 3. The numerical model used in the calculations

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图 4 爆炸荷载压力时程曲线

Figure 4. Blasting pressure varying with time

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图 5 本文数值模拟与Banadaki等^[14]的试验结果的对比

Figure 5. Comparison between the numerical simulation and the experimental result by Banadaki, et al^[14]

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图 6 不同静水地应力水平下的岩石爆破开裂过程

Figure 6. Blast-induced rock fracture processes under different hydrostatic in-situ stress levels

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图 7 不同静水地应力水平下裂纹扩展长度随时间的变化

Figure 7. Variation of crack length with time under different hydrostatic in-situ stress levels

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图 8 地应力σ_x=σ_y=80 MPa条件下炮孔间裂纹贯通及相应的爆炸载荷压力随时间的变化

Figure 8. The crack connection between the blastholes under σ_x=σ_y=80 MPa and the corresponding blasting pressure varying with time

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图 9 不同非静水地应力水平下的岩石爆破开裂过程(λ=3)

Figure 9. Blast-induced rock fracture processes under different non-hydrostatic in-situ stress levels for λ=3

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图 10 不同侧压力因数下的爆生裂纹分布(σ_y=20 MPa)

Figure 10. Distributions of blast-induced cracks under different lateral pressure coefficients for σ_y=20 MPa

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图 11 炮孔沿最小主应力方向布置时的爆生裂纹分布(σ_x=3σ_y=60 MPa)

Figure 11. Distribution of blast-induced cracks for the blasthole arrangement along the minimum principal stress direction for σ_x=3σ_y=60 MPa

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图 12 应力观测点的布置

Figure 12. Arrangement of the stress observation points

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图 13 单孔爆破时的环向应力变化曲线(σ_x=σ_y=0 MPa)

Figure 13. Circumferential stress histories under single-hole blasting for σ_x=σ_y=0 MPa

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图 14 双孔爆破时的环向应力变化曲线(σ_x=σ_y=0 MPa)

Figure 14. Circumferential stress histories under double-hole blasting for σ_x=σ_y=0 MPa

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图 15 不同静水地应力水平下炮孔周围环向应力随时间的变化曲线

Figure 15. Circumferential stress histories around the blasthole under different hydrostatic in-situ stress levels

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图 16 不同非静水地应力条件下炮孔周围环向应力随时间的变化曲线

Figure 16. Circumferential stress histories around the blasthole under different non-hydrostatic in-situ stress levels

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表 1 地应力加载工况

Table 1. In-situ stress conditions used in numerical calculations

应力场	工况	σ_x/MPa	σ_y/MPa	λ=σ_x/σ_y
无初始地应力场	1	0	0
静水地应力场	2	10	10	1
	3	20	20	1
	4	40	40	1
	5	80	80	1
非静水地应力场	6	40	20	2
	7	30	10	3
	8	60	20	3
	9	120	40	3
	10	80	20	4

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表 2 岩石材料物理力学参数

Table 2. Physical and mechanical parameters of the rock material

ρ/(g·cm^-3)	K/GPa	G/GPa	σ_HEL/GPa	A	N	C	B	M	D₁	D₂
2.66	25.7	21.9	4.5	0.76	0.62	0.005	0.25	0.62	0.005	0.7

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