A DEM model for soft and hard rocks: Role of grain interlocking on strength

Scholtès, Luc; Donzé, Frédéric‐Victor

doi:10.1016/j.jmps.2012.10.005

Cited by 263 publications

(152 citation statements)

References 37 publications

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“…The normal tensile stress increased gradually from the initial open crack tip, then reached the f t of the material at the end of the facture process zone. Propagation of the intial open crack tip was resisted by cohesive stress within the fracture process zone due to interlocking particles (Scholtès, 2013), offering additional fracture resistance. This cohesive stress is present in the elastoplastic of brittle material (Scholtès, 2013) such as concrete.…”

Section: Resultsmentioning

confidence: 99%

“…Propagation of the intial open crack tip was resisted by cohesive stress within the fracture process zone due to interlocking particles (Scholtès, 2013), offering additional fracture resistance. This cohesive stress is present in the elastoplastic of brittle material (Scholtès, 2013) such as concrete. The stress-transferring capacity in the softening zone was observed to depend on the sliding friction between the crack surface (Wittmann, 2002), which exists owing to the interlocking of two crack surfaces (aggregates are pulled from the matrix), and aggregate stiffness.…”

Section: Resultsmentioning

confidence: 99%

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Measuring the Effect of Strengthened Concrete on the Fracture Characteristics of Notched Concrete Beams Through a Three-Point Beam Test

Siregar¹

2017

IJTech

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This study explores the effect of increased concrete strength on the behavior of concrete failure. Experimental testing using a three-point bend (TPB) test proposed by RILEM was carried out to calculate the value of fracture energy (G F ), stress intensity factor (K IC ), and characteristic length (lch) of the concrete. The values of G F and l ch , which are proportional to the fracture process zone based on the fictitious crack model, were employed to determine the effect of concrete strength on the concrete's fracture characteristic. K IC was engaged to describe the initial crack in the concrete. Four different concrete strengths of 40, 47, 53, and 100 MPawere manufactured to produce notched beam specimens with single-sized notches 25 mm deep. Results revealed that the values of G F and K IC increased in the stronger concretes. However, the value of l ch decreased significantly as concrete strength increased.

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Section: Resultsmentioning

confidence: 99%

Section: Resultsmentioning

confidence: 99%

Measuring the Effect of Strengthened Concrete on the Fracture Characteristics of Notched Concrete Beams Through a Three-Point Beam Test

Siregar¹

2017

IJTech

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“…In order to eliminate the effect of the boundaries on the simulation results, a layer with a height of 0.6L in tensile direction and a width of L perpendicular to the tensile direction is defined, which located in the center of the specimens. Only the bonds existing between the particles located in this layer are allowed to fail, similar to that in [12]. The bottom plate is fixed and the top plate moves away from the bottom one with a constant velocity V. The lateral strain of the specimens is determined by the displacement of two particle groups.…”

Section: Specimen Preparationmentioning

confidence: 99%

“…Discrete element method (DEM) is proved to be a very effective method in modelling rock-like materials [1][2][3][4][5][6][7][8][9][10][11][12][13][14][15][16][17][18][19][20]. The discontinuous nature of DEM makes DEM very suitable for dealing with the initiation and propagation of micro cracks in rock-like materials.…”

Section: Introductionmentioning

confidence: 99%

“…The discontinuous nature of DEM makes DEM very suitable for dealing with the initiation and propagation of micro cracks in rock-like materials. Within DEMs, the bonded-particle model (BPM) is widely used to simulate the deformation and fracture of rock-like materials [1][2][3][4][5][6][7][8][9][10][11][12][13][14][15]. Since the BPM was first proposed [1], it has been rapidly developed.…”

Section: Introductionmentioning

confidence: 99%

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Bonded-Particle Model with Nonlinear Elastic Tensile Stiffness for Rock-Like Materials

Ouyang

Chen

2017

Applied Sciences

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Abstract:The bonded-particle model (BPM) is a very efficient numerical method in dealing with initiation and propagation of cracks in rocks and can model the fracture processes and most of macro parameters of rocks well. However, typical discrete element method (DEM) underestimates the ratio of the uniaxial compressive strength to the tensile strength (UCS/TS). In this paper, a new DEM method with a nonlinear elastic tensile model embedded in BPM is proposed, which is named as nonlinear elastic tensile bonded particle model (NET-BPM). The relationships between micro parameters in NET-BPM and macro parameters of specimens are investigated by simulating uniaxial compression tests and direct tension tests. The results show that both the shape coefficient of the nonlinear elastic model and the bond width coefficient are important in predicting the value of UCS/TS, whose value ranging from 5 to 45 was obtained in our simulations. It is shown that the NET-BPM model is able to reproduce the nonlinear behavior of hard rocks such as Lac du Bonnet (LDB) granite and the quartzite under tension and the ratio of compressive Young's modulus to tensile Young's modulus higher than 1.0. Furthermore, the stress-strain curves in the simulations of LDB granite and the quartzite with NET-BPM model are in good agreement with the experimental results. NET-BPM is proved to be a very suitable method for modelling the deformation and fracture of rock-like materials.

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Three‐dimensional failure envelopes and the brittle‐ductile transition

2013

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[1] Rocks deformed at low confining pressure are brittle, meaning that after peak stress the strength decreases to a residual value determined by frictional sliding. The difference between the peak and residual value is the stress drop. At high confining pressure, however, no stress drop occurs. The transition pressure at which no loss in strength occurs is a possible definition of the brittle-ductile transition. Here, we show, using numerical rock deformation, how this type of brittle-ductile transition emerges from a simple model in which rock is idealized as an assemblage of cemented spherical unbreakable grains. Three-dimensional failure and residual strength envelopes determined for this model material illustrate that the brittle-ductile transition is a smoothly varying, mean stress-dependent function in principal stress space. Neither the Mohr-Coulomb nor the Drucker-Prager failure criterion, which are the most commonly used empirical laws in rock and soil mechanics, respectively, adequately describes the dependence of peak strength and the brittle-ductile transition on the intermediate stress (or Lode angle). A semi-quantitative comparison between the modeled peak strength envelope with a selection of existing polyaxial rock data shows that the emergent intermediate stress dependence of strength in bonded particle models is comparable to that observed in rock. Deformation of particle models in which bond shear failure is inhibited illustrates that the non-linear pressure dependence of strength (concave failure envelopes) is, at high mean stress, the result of microscopic shear failure, a result consistent with earlier two-dimensional numerical multiple-crack simulations.Citation: Scho¨pfer, M. P. J., C. Childs, and T. Manzocchi (2013), Three-dimensional failure envelopes and the brittle-ductile transition,

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A DEM model for soft and hard rocks: Role of grain interlocking on strength

Cited by 263 publications

References 37 publications

Measuring the Effect of Strengthened Concrete on the Fracture Characteristics of Notched Concrete Beams Through a Three-Point Beam Test

Measuring the Effect of Strengthened Concrete on the Fracture Characteristics of Notched Concrete Beams Through a Three-Point Beam Test

Bonded-Particle Model with Nonlinear Elastic Tensile Stiffness for Rock-Like Materials

Three‐dimensional failure envelopes and the brittle‐ductile transition

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