Blast damage zone strength reduction method for deep cavern excavation and its application

doi:10.1007/s11709-024-1009-y

Front. Struct. Civ. Eng.

2024, Vol. 18

Issue (2) : 236-251 https://doi.org/10.1007/s11709-024-1009-y

Blast damage zone strength reduction method for deep cavern excavation and its application

Tianzhi YAO¹, Zuguo MO¹, Li QIAN¹(

), Yunpeng GAO¹, Jianhai ZHANG¹, Xianglin XING², Enlong LIU¹, Ru ZHANG¹

¹. State Key Laboratory of Hydraulics and Mountain River Engineering, College of Water Resources and Hydropower, Sichuan University, Chengdu 610065, China
². Power China Chengdu Engineering Corporation Limited, Chengdu 610072, China

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Abstract

The drill and blast (D&B) method is widely used to excavate underground spaces, but explosions generally cause damage to the rock. Still, no blast simulation method can provide computational accuracy and efficiency. In this paper, a blast equivalent simulation method called the blast damage zone strength reduction (BDZSR) method is proposed. This method first calculates the range of the blast-induced damage zone (BDZ) by formulae, then reduces the strength and deformation parameters of the rock within the BDZ ahead of excavation, and finally calculates the excavation damage zone (EDZ) for the D&B method by numerical simulation. This method combines stress wave attenuation, rock damage criteria and stress path variation to derive the BDZ depth calculation formulae. The formulae consider the initial geo-stress, and the reliability is verified by numerical simulations. The calculation of BDZ depth with these formulae allows the corresponding numerical simulation to avoid the time-consuming dynamic calculation process, thus greatly enhancing the calculation efficiency. The method was applied to the excavation in Jinping Class II hydropower station to verify its feasibility. The results show that the BDZSR method can be applied to blast simulation of underground caverns and provide a new way to study blast-induced damage.

Keywords attenuation of stress wave deep-buried underground building drill and blast in situ stress

Corresponding Author(s): Li QIAN

Just Accepted Date: 03 April 2024 Online First Date: 23 May 2024 Issue Date: 07 June 2024

Cite this article:

Tianzhi YAO,Zuguo MO,Li QIAN, et al. Blast damage zone strength reduction method for deep cavern excavation and its application[J]. Front. Struct. Civ. Eng., 2024, 18(2): 236-251.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-024-1009-y
https://academic.hep.com.cn/fsce/EN/Y2024/V18/I2/236

Fig.1 Time-history curves of the blast load.

Fig.2 Composite damage model.

Tab.1 Relationship and location of the damage zone defined by blasting theory in this paper

Fig.3 Distribution of blast damage area.

Fig.4 Numerical model for BDZ calculation.

Tab.2 Mechanical parameters of rock masses for the FLAC^3D calculation model

Fig.5 Inhibition of blast damage zone development by in situ stress3.

Fig.6 Depths of the damage zones for different lateral pressure coefficients at an initial maximum principal stress of 20 MPa: (a) λ = 0.7; (b) λ = 0.8; (c) λ = 0.9; (d) λ = 1.0 (Note: Red is the CDZ, and purple is the SDZ.).

Tab.3 Comparison of the CDZ depth between Eq. (18) and the numerical simulation for different initial maximum principal stresses

Fig.7 Stress paths for different lateral pressure coefficients.

Tab.4 Comparison of the results calculated by numerical simulation and the formula

Fig.8 Relative error between numerical simulation and formula calculation results.

Fig.9 Damage zone at different lateral pressure coefficients with an initial maximum principal stress of 10 MPa: (a) λ = 0.7; (b) λ = 0.8; (c) λ = 0.9; (d) λ = 1.0.

Fig.10 Damage zone at different lateral pressure coefficients with an initial maximum principal stress of 15 MPa: (a) λ = 0.7; (b) λ = 0.8; (c) λ = 0.9; (d) λ = 1.0.

Fig.11 Damage zone at different lateral pressure coefficients with an initial maximum principal stress of 20 MPa: (a) λ = 0.7; (b) λ = 0.8; (c) λ = 0.9; (d) λ = 1.0.

Fig.12 Damage zone at different lateral pressure coefficients with an initial maximum principal stress of 25 MPa: (a) λ = 0.7; (b) λ = 0.8; (c) λ = 0.9; (d) λ = 1.0.

Fig.13 Damage zone at different lateral pressure coefficients with an initial maximum principal stress of 30 MPa: (a) λ = 0.7; (b) λ = 0.8; (c) λ = 0.9; (d) λ = 1.0.

Fig.14 Evaluation process of the BDZSR method.

Fig.15 Numerical simulation model.

Fig.16 Location of the blasthole.

Tab.5 Rock mechanical parameters for the numerical simulation

Fig.17 Acoustic test hole monitoring locations.

Fig.18 BDZ calculated by the presented formulae.

Tab.6 Comparison of measured results with numerical calculations with and without considering a blasting load

Fig.19 EDZ distribution calculated by numerical simulation: (a) EDZ considering a blasting load; (b) EDZ ignoring blasting load.

Fig.20 Blast load equivalent application method.

Fig.21 Damage zone calculated by the equivalent load method.

Tab.7 Comparison of the calculation results between the BDZSR and equivalent load methods

Fig.22 Comparison of calculation results and efficiency of the BDZSR and equivalent load methods.

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