Quantifying the impact of small variations in fracture geometric characteristics on peak rock mass properties at a mining project using a coupled DFN–DEM approach

Grenon, Martin; Bruneau, G.; Kalala, Iris Kapinga

doi:10.1016/j.compgeo.2014.01.010

Cited by 10 publications

(3 citation statements)

References 15 publications

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“…By testing the SRM specimens, the failure mechanisms of rock mass can be observed in detail and mechanical properties such as the strength, stiffness and brittleness of a rock mass can be estimated. The SRM approach has been successfully utilized for evaluating rock mass mechanical properties of site specific cases Cundall et al, 2008;Esmaieli et al, 2010;Grenon et al, 2014;Mas Ivars et al, 2011;Pettitt et al, 2011;Pierce et al, 2007;Vallejos et al, 2013;Vallejos et al, 2014;Zhang et al, 2011), and also the effects of pre-existing discontinuities on rock mass behaviour (Bahaaddini et al, 2013;Chiu et al, 2013;Lambert and Coll, 2014;Pan et al, 2014;Scholtès and Donzé, 2012). For Coal Measures, Deisman et al (2010) used the SRM approach to investigate the effects of fractures or joints on the geomechanical properties of coal and showed that the SRM method is capable of simulating the strength and deformation of a coal seam.…”

Section: Introductionmentioning

confidence: 99%

Numerical investigation of the scale effect and anisotropy in the strength and deformability of coal

Gao

Stead

Kang

2014

International Journal of Coal Geology

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Section: Introductionmentioning

confidence: 99%

Numerical investigation of the scale effect and anisotropy in the strength and deformability of coal

Gao

Stead

Kang

2014

International Journal of Coal Geology

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“…Therefore, building upon experiments and theoretical analyses, numerous researchers have employed numerical methods to construct computational models of fractured rock masses and carry out relevant numerical mechanical tests. For example, the equivalent rock mass technology, which combines a three-dimensional fracture network simulation technique and discrete element platform, has been extensively employed in the construction of fractured rock mass models at both indoor and engineering scales [7][8][9][10][11][12]. Meanwhile, the parameters of the equivalent rock masses, such as stiffness, deformation modulus, Poisson's ratio, internal friction angle, trace length, and fracture aperture, have also been adopted to estimate the REV size of fractured rock masses [13][14][15][16][17][18][19][20][21][22].…”

Section: Introductionmentioning

confidence: 99%

Determining Digital Representation and Representative Elementary Volume Size of Broken Rock Mass Using the Discrete Fracture Network–Discrete Element Method Coupling Technique

Huang,

Li,

Jin

et al. 2024

Applied Sciences

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Obtaining the digital characterization and representative elementary volume (REV) of broken rock masses is an important foundation for simulating their mechanical properties and behavior. In this study, utilizing the broken surrounding rock of the main powerhouse at the Liyang pumped storage power station as an engineering background, a three-dimensional fracture network generation program is first developed based on the theories of discrete fracture network (DFN) and discrete element method (DEM). The program is then integrated with a distinct element modelling platform to generate equivalent rock mass models for broken rock masses based on the DFN–DEM coupling technique. Numerical compression tests are conducted on cylindrical rock specimens produced using the proposed modelling approach, aiming to determining the REV size of the target rock masses at the Liyang power station. A comparative validation is also performed to examine the REV result obtained from the proposed approach, which adopted a REV measuring scale index (RMSI) to determine the REV size. Results indicate that the organic integration of DFN simulation techniques and DEM platforms can effectively construct numerical models for actual broken rock masses, with structural surface distributions statistically similar to the real ones. The results also show that the REV size of the investigated rock masses determined by the cylindrical rock models is 5 m × 10 m, which aligns with the size determined by the cubic rock models, as the target cubes show the same height as the cylindrical specimens. This study provides a model and parameter basis for the numerical calculation of the mechanical behavior of broken rock mass.

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“…With the development of computer technology, numerical simulation methods mainly include finite element method (FEM), finite difference method (FDM), boundary element method (BEM), discrete element method (DEM), back Analysis, lagrangian analysis are often used in research. And the rise of discrete fracture network (DFN) technology makes the simulation effect is closer to the practical condition [18][19][20][21]. DEM, combined with theoretical calculation or model test, can be used to predict the hydraulic pressure behind the lining, surrounding rock deformation, and support parameters under different conditions during the design stage [22][23][24][25][26][27][28][29][30], so as to make reasonable support design to reinforce the surrounding rock of the tunnel and avoid the occurrence of disasters [14,[31][32][33].…”

Section: Introductionmentioning

confidence: 99%

Experimental Study on the Failure Mechanism of Tunnel Surrounding Rock under Different Groundwater Seepage Paths

Wang

Yang

et al. 2021

Geofluids

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The influence of groundwater on tunnel engineering is very complicated. Due to the complexity of water flow water pressure transfer and uncertain defects in the stratum, all of which are key factors with regard to the design of tunnel engineering. Therefore, the variation of surrounding rock during excavation and the deformation and failure of soft surrounding rock under different seepage paths of underground water after excavation systematically. Experimental results showed that the stress change of surrounding rock caused by tunnel excavation can be divided into 3 stages: stress redistribution, stress adjustment, and stress rebalancing. In the process of water pressure loading, water flow rate is closely related to the experimental phenomenon. The between stable loading water pressure pore water pressure of the tunnel surrounding rock and the distance from the measuring point to the edge of the tunnel obey the exponential function of the decreasing growth gradient. With the increase of loading pressure, the pore water pressure and stress at the top of the tunnel increase, and the coupling of stress field and seepage field on both sides of surrounding rock more and more intense. The failure process of the tunnel can be divided into 6 stages according to the damage degree. The final failure pattern of the surrounding rock of the tunnel is mainly determined by the disturbed area of excavation. The arched failure area and the collapse-through failure area are composed of three regions. The surrounding rock is characterized by a dynamic pressure arch in the process of seepage failure, but it is more prone to collapse failure at low water pressure. The results of this study are the progressive failure mechanism of tunnel under different groundwater seepage paths and would be of great significance to the prevention of long-range disasters.

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Quantifying the impact of small variations in fracture geometric characteristics on peak rock mass properties at a mining project using a coupled DFN–DEM approach

Cited by 10 publications

References 15 publications

Numerical investigation of the scale effect and anisotropy in the strength and deformability of coal

Numerical investigation of the scale effect and anisotropy in the strength and deformability of coal

Determining Digital Representation and Representative Elementary Volume Size of Broken Rock Mass Using the Discrete Fracture Network–Discrete Element Method Coupling Technique

Experimental Study on the Failure Mechanism of Tunnel Surrounding Rock under Different Groundwater Seepage Paths

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