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Gold Science and Technology ›› 2021, Vol. 29 ›› Issue (1): 108-119.doi: 10.11872/j.issn.1005-2518.2021.01.093

• Mining Technology and Mine Management • Previous Articles     Next Articles

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

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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

CLC Number: 

  • TD235

Fig.1

Schematic diagram of the numerical model of water-coupled blasting crack"

Table 1

Parameters of RHT rock material model"

参数名称数值参数名称数值
密度RO/（kg·m-3）2 660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

Fig.2

Results of numerical verification of 2D water-coupling blasting（comparison of the damage nephogram and slice scanning results of rock materials）"

Fig.3

Numerical model of water-coupling blasting crack in deep rock mass with high in-situ stress"

Fig.4

Cracking process of water-coupling blasting in deep rock mass with high in-situ stress （Kd=2.0，σ=30 MPa）"

Fig.5

Crack propagation results of water-coupling blasting under different in-situ stresses（Kd=2.5）"

Fig.6

Results of peak radial stress and PPV obtained at the line of y=0 under different hydrostatic pressures during water-coupling blasting（Kd=2.5）"

Fig.7

Comparison of the crack propagation of air coupled and water coupled blasting（σ = 0 MPa，Kd = 2.0）"

Fig.8

Time history data of air-coupling and water-coupling blasting（σ=0 MPa，Kd=2.0）"

Fig.9

Results of blasting crack propagation for different water-decoupling coefficients under water-coupling and high ground stress conditions（σ=30 MPa）"

Fig.10

Curves of crack length vs 1/Kdunder different decoupling coefficients and different in-situ stress conditions when water-coupling blasting"

Fig.11

Curves of DA vs 1/Kdunder different in-situ stresses when water-coupled blasting"

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