Discrete fracture in quasi-brittle materials under compressive and tensile stress states

Klerck, P.A.; Sellers, Ewan; Owen, D. R. J.

doi:10.1016/j.cma.2003.10.015

Cited by 91 publications

(28 citation statements)

References 47 publications

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“…This implies that the post-failure particle simulation result obtained from using the explicit dynamic relaxation method may be problematic, at least from the rigorously scientific point of view. Nevertheless, if one is interested in the phenomenological simulation of the post-failure behaviour of a quasi-static system, a combination of the distinct element method and the explicit dynamic relaxation method may be used to produce some useful simulation results in the engineering and geology fields [29,[33][34][35][36][37][39][40][41][42][43][44][45][46][47][48][49][50]. In this case, it is strongly recommended that a particle-size sensitivity analysis of at least two different models, which have the same geometry but different smallest particle sizes, be carried out to confirm the particle simulation result of a large-scale quasi-static geological system.…”

Section: Numerical Simulation Issue Resulting From Using the Explicitmentioning

confidence: 99%

Particle simulation of spontaneous crack generation problems in large‐scale quasi‐static systems

Zhao

Hobbs

Ord

et al. 2006

Numerical Meth Engineering

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SUMMARYTo extend the application range of the distinct element method from a laboratory scale into a large scale such as a geological scale, we need to deal with an upscale issue associated with simulating spontaneous crack generation problems in large-scale quasi-static systems. Toward this direction, three important simulation issues, which may affect the quality of the particle simulation results of a quasi-static system, have been addressed in details in this paper. The first simulation issue is how to determine the particle-scale mechanical properties of a particle from the measured macroscopic mechanical properties of rocks. The second simulation issue is that the fictitious time, rather than the physical time, is used in the particle simulation of a quasi-static problem. The third simulation issue is that the conventional loading procedure used in the distinct element method is conceptually inaccurate, at least from the force propagation point of view. A new loading procedure is proposed to solve the conceptual problem resulting from the third simulation issue. The proposed loading procedure is comprised of two main types of periods, a loading period and a frozen period. Using the proposed loading procedure, the parameter selection problem stemming from the first issue can be somewhat solved. Since the second issue is an inherent one, it is strongly recommended that a particle-size sensitivity analysis of at least two different models, which have the same geometry but different smallest particle sizes, be carried out to confirm the particle simulation result of a large-scale quasi-static system. The related simulation results have demonstrated the usefulness and correctness of the proposed loading procedure for dealing with spontaneous crack generation problems in large-scale quasi-static geological systems.

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Section: Numerical Simulation Issue Resulting From Using the Explicitmentioning

confidence: 99%

Particle simulation of spontaneous crack generation problems in large‐scale quasi‐static systems

Zhao

Hobbs

Ord

et al. 2006

Numerical Meth Engineering

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“…This evolution process is continued until either the system comes to equilibrium or up to the time of interest. Details about the insertion of the discrete fracture can be referred in Cottrel et al (2003) and Klerck et al (2004). Fracture development and potential material degradation into discrete fracture require a special treatment of mechanical forces on the contact interfaces.…”

Section: Fracture Modelingmentioning

confidence: 99%

“…Before experiencing any failure, the material remains in the homogenous elastic state. The formation of crack occurs in the direction that attempt to maximize the strain energy density when the limiting tensile stress is reached, after which the material follows a softening or damaging response that governed by appropriate relation (Klerck et al, 2004). Generally, crack formation can be modeled through the adaptation of wide range models such as the fictitious crack, the cohesive crack, the fixed crack, the nonorthogonal multiple crack and smeared crack.…”

Section: Fracture Modelingmentioning

confidence: 99%

Fracture Failure of Reinforced Concrete Slabs Subjected to Blast Loading Using the Combined Finite-Discrete Element Method

Jaini

Feng

Owen

et al. 2016

Lat. Am. j. solids struct.

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Numerical modeling of fracture failure is challenging due to various issues in the constitutive law and the transition of continuum to discrete bodies. Therefore, this study presents the application of the combined finite-discrete element method to investigate the fracture failure of reinforced concrete slabs subjected to blast loading. In numerical modeling, the interaction of non-uniform blast loading on the concrete slab was modeled using the incorporation of the finite element method with a crack rotating approach and the discrete element method to model crack, fracture onset and its post-failures. A time varying pressure-time history based on the mapping method was adopted to define blast loading. The Mohr-Coulomb with Rankine cut-off and von-Mises criteria were applied for concrete and steel reinforcement respectively. The results of scabbing, spalling and fracture show a reliable prediction of damage and fracture. KeywordsFracture, the combined finite-discrete element method, reinforced concrete slab, blast loading

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“…For this reason, much experimental work has been conducted to gain a better understanding of the localization process in these materials [1][2][3][4][5][6][7][8][9][10][11]. The subject also has spurred considerable interest in the theoretical and computational modeling fields [12][13][14][15][16][17][18][19][20][21][22][23][24][25][26][27][28][29]. It is important to recognize that the material response observed in the laboratory is a result of many different micro-mechanical processes, such as mineral particle rolling and sliding in granular soils, micro-cracking in brittle rocks, and mineral particle rotation and translation in the cement matrix of soft rocks.…”

Section: Introductionmentioning

confidence: 99%

Critical state plasticity. Part VI: Meso-scale finite element simulation of strain localization in discrete granular materials

Borja

Andrade

2006

Computer Methods in Applied Mechanics and Engineering

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Development of more accurate mathematical models of discrete granular material behavior requires a fundamental understanding of deformation and strain localization phenomena. This paper utilizes a meso-scale finite element modeling approach to obtain an accurate and thorough capture of deformation and strain localization processes in discrete granular materials such as sands. We employ critical state theory and implement an elastoplastic constitutive model for granular materials, a variant of a model called ''Nor-Sand'', allowing for non-associative plastic flow and formulating it in the finite deformation regime. Unlike the previous versions of critical state plasticity models presented in a series of ''Cam-Clay'' papers, the present model contains an additional state parameter w that allows for a deviation or detachment of the yield surface from the critical state line. Depending on the sign of this state parameter, the model can reproduce plastic compaction as well as plastic dilation in either loose or dense granular materials. Through numerical examples we demonstrate how a structured spatial density variation affects the predicted strain localization patterns in dense sand specimens.

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Discrete fracture in quasi-brittle materials under compressive and tensile stress states

Cited by 91 publications

References 47 publications

Particle simulation of spontaneous crack generation problems in large‐scale quasi‐static systems

Particle simulation of spontaneous crack generation problems in large‐scale quasi‐static systems

Fracture Failure of Reinforced Concrete Slabs Subjected to Blast Loading Using the Combined Finite-Discrete Element Method

Critical state plasticity. Part VI: Meso-scale finite element simulation of strain localization in discrete granular materials

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