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黄金科学技术 ›› 2021, Vol. 29 ›› Issue (1): 108-119.doi: 10.11872/j.issn.1005-2518.2021.01.093

• 采选技术与矿山管理 • 上一篇    

深部岩体水耦合爆破裂纹扩展数值模拟研究

金鹏(),刘科伟(),李旭东,杨家彩   

  1. 中南大学资源与安全工程学院,湖南 长沙 410083
  • 收稿日期:2020-05-28 修回日期:2020-09-02 出版日期:2021-02-28 发布日期:2021-03-22
  • 通讯作者: 刘科伟 E-mail:0202170106@csu.edu.cn;kewei_liu@126.com
  • 作者简介:金鹏(1990-),女,浙江湖州人,本科生,从事爆破技术和岩土工程等方面的研究工作。0202170106@csu.edu.cn
  • 基金资助:
    湖南省自然科学基金项目“爆破荷载下应力波空间变化特性与结构响应机理研究”(2018JJ3656)

Numerical Simulation Study of Crack Propagation in Deep Rock Mass Under Water-coupling Blasting

Peng JIN(),Kewei LIU(),Xudong LI,Jiacai YANG   

  1. School of Resources and Safety Engineering,Central South University,Changsha 410083,Hunan,China
  • Received:2020-05-28 Revised:2020-09-02 Online:2021-02-28 Published:2021-03-22
  • Contact: Kewei LIU E-mail:0202170106@csu.edu.cn;kewei_liu@126.com

摘要:

为认识深部高地应力岩体水耦合爆破裂纹扩展过程及机理,选择试验验证的RHT本构,采用LS-DYNA对水耦合装药单孔在不同原位应力场下的岩体爆破裂纹扩展进行数值分析。模拟结果表明:水耦合的方法延长了爆炸作用时间,提高了岩体中爆炸应力峰值和PPV(质点振动速度峰值),增强了爆破致裂岩体的效果;原位应力在深部岩体水耦合爆破中起到增加岩体中应力和PPV的作用。研究表明:在不同的地应力条件下,均存在某一最优水不耦合系数,且最优不耦合系数随原位应力的增加而减小,水耦合时,在原位应力为0,10,20,30,40 MPa的条件下,最优不耦系数分别为5.00、3.30、2.63、1.56和1.25。

关键词: 深部岩体, 地应力, 水耦合爆破, 裂纹扩展, 数值模拟

Abstract:

High in-situ stress is one of the main properties of deep rock mass.As the depth of mining,tunnel excavation,etc. increases continuously,the high in-situ stress in deep rock mass represses the effect of water-coupling blasting.Therefore,how to apply the method of water-coupling blasting in breaking deep rock mass with an aim of whether inducing considerable fracture and fragmentation of rock or obtaining the optimal economic benefit has become an essential problem in the field of blasting engineering.In order to study the mechanism of crack propagation under water-coupling blasting in deep rock mass with high in-situ stress,based on the RHT material model verified by experimental results,a series of numerical models were built and the multi-core dynamic analysis finite element software LS-DYNA was applied to simulate the crack propagation of a single hole with a water-coupling charge under different in-situ stress conditions.Numerical models were built under condition that decoupling coefficients were set to 1.11 to 10,with in-situ stress of 0,10,20,30,40 and 50 MPa.The process of crack propagation under water-coupling blasting with high in-situ stress was first analyzed,and then the influence of in-situ stress on the water-coupled blasting was investigated.A comparison of the results of rock blasting with air and water was conducted.And the rock crack evolution with different water-coupled coefficients and different ground stresses was studied.According to the simulation,the water-coupling blasting under high in-situ stress generates three damage zones,i.e. the crushed zone,the nonlinear fracture zone and the radial crack propagation zone.The water-coupling method prolongs the time of explosion and increases the peak radial stress and PPV in rock mass,and it makes the effect of rock blasting better.In-situ stress plays a role in increasing stress and PPV of rock mass under water-coupled blasting in deep rock mass,and high in-situ stress significant inhibits the rock crack propagation in radial crack propagation zone but has no much influence in crushing zone and nonlinear fracture zone.With the decrease of water-decoupling coefficient,the extent of rock fracture increases rapidly.The optimal water-decoupling coefficient exists under different in-situ stresses,by considering the utilization of explosive energy,and the optimal decoupling coefficient decreases with the increase of in-situ stress.The optimal water-decoupling coefficients at in-situ stresses of 0,10,20,30 and 40 MPa are 5.00,3.30,2.63,1.56 and 1.25,respectively.This study provides not only an analysis of the rock crack evolution under the combination of water-coupled blasting and high in-situ stress but also a reference for resolving excavation difficulties in deep rock mass.

Key words: deep rock mass, in-situ stress, water-coupling blasting, crack propagation, numerical simulation

中图分类号: 

  • TD235

图1

水耦合爆生裂纹数值模型示意图"

表1

RHT岩石材料模型参数"

参数名称数值参数名称数值
密度RO/(kg·m-32 660孔隙度指数NP3.0
初始孔隙度α1.006参考压缩应变率E0C3×10-8
孔隙坍塌压力PEL/MPa172.7参考拉伸应变率E0T3×10-8
孔隙压实时压力PCO/MPa6×103破坏压缩应变率EC3×1022
Hugoniot多项式系数A1/MPa35.27×103破坏拉伸应变率ET3×1022
Hugoniot多项式系数A2/MPa39.58×103压缩应变率相关指数BETAC0.032
Hugoniot多项式系数A3/MPa9.04×103拉伸应变率相关指数BETAT0.036
EOS多项式参数B01.22PTF拉伸体积塑性应变分数0.001
EOS多项式参数B11.22压缩屈服面参数GC*0.53
EOS多项式参数T1/MPa25.7×103拉伸屈服面参数GT*0.70
EOS多项式参数T2/MPa0.0剪切模量减小因子XI0.5
弹性剪切模量SHEAR/MPa21.9×103破坏参数D10.04
抗压强度FC/MPa259破坏参数D21.00
相对抗剪强度FS*0.18最小损伤残余应变EPM0.01
相对抗拉强度FT*0.10残余面参数AF1.60
破坏面参数A1.60残余面参数AN0.61
破坏面参数N0.61Gruneisen GAMMA0.0
洛德角相关参数Q00.68侵蚀塑性应变EPSF2.0
洛德角相关参数B0.01

图2

2D水耦合爆破致裂数值验证结果(岩石材料损伤云图和切片扫描结果对比)(a)数值模拟结果;(b)试验裂纹扫描结果"

图3

深部高应力岩体水耦合爆破致裂数值模型"

图4

深部高应力岩体水耦合爆破致裂过程(Kd=2.0,σ=30 MPa)(a)压碎区;(b)压碎区、非线性破裂区以及径向裂纹区;(c)压碎区、非线性破裂区以及径向裂纹区继续发展;(d)损伤岩石单元隐藏后的裂纹扩展结果"

图5

不同地应力下水耦合爆破裂纹扩展结果(Kd=2.5)"

图6

水耦合爆破时不同静水压力下沿测线获取的径向应力峰值和PPV(Kd=2.5)"

图7

空气耦合与水耦合爆破裂纹扩展对比(σ=0 MPa,Kd=2.0)"

图8

空气耦合和水耦合爆破时间历史数据(σ=0 MPa,Kd=2.0)"

图9

水耦合和高地应力条件下不同不耦合系数对应的爆破裂纹扩展结果(σ=30 MPa)"

图10

水耦合爆破时不同不耦合系数和不同地应力条件下的爆生裂纹长度-1/Kd曲线"

图11

水耦合爆破时不同地应力下的DA-1/Kd曲线"

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