Modelling of elastoplastic behaviour with non-local damage in concrete under compression

Mohamad-Hussein, A.; Shao, Jian‐Fu

doi:10.1016/j.compstruc.2007.04.004

Cited by 32 publications

(11 citation statements)

References 34 publications

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“…Comprehensive treatise of the problem was provided also by De Borst (1986), and several works have been published on the combination of damage and plasticity (e.g. Simo and Ju, 1987;Meschke et al, 1988;Bielger and Mehrabadi, 1995;Lee and Fenves, 1998; or more recent works by Grassl and Jirásek (2006), Mohamad-Hussein and Shao (2007), Contrafatto and Cuomo (2006), Jason et al (2006), Cicekli et al (2007) and Chiarelli et al (2003) for rock material). Various concrete models have been proposed in the literature that are based on different approaches such as for instance the class of microplane models (Bažant et al, 2000) or models based on concrete micromechanics (Mattei et al, 2007), which are derived using the theory of granular materials (Christoffersen et al, 1981;Oda et al, 1982;Mehrabadi et al, 1982).…”

Section: Introductionmentioning

confidence: 98%

Three dimensional combined fracture–plastic material model for concrete

Červenka

Papanikolaou

2008

International Journal of Plasticity

323

134

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Section: Introductionmentioning

confidence: 98%

Three dimensional combined fracture–plastic material model for concrete

Červenka

Papanikolaou

2008

International Journal of Plasticity

323

134

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“…Therefore, in the present work and for the sake of simplicity for numerical implementation, we assume that the damage criterion is a function of the plastic part of damage conjugate force, Y p d only. Based on some previous works (Mazars, 1984;Mohamad-Hussein and Shao, 2007), the following function is proposed: …”

Section: Damage Modelingmentioning

confidence: 99%

Poroplastic damage modeling of unsaturated cement-based materials

Chen

Rougelot

Chen

et al. 2009

Mechanics Research Communications

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“…determining the weight of the second and third term in (37). Since s m d is equal to the effective mean stress at the onset of softening, X is a constant parameter.…”

Section: Damage-plasticity Model By Grassl and Jirásekmentioning

confidence: 99%

Review and enhancement of 3D concrete models for large‐scale numerical simulations of concrete structures

Hofstetter

2011

Num Anal Meth Geomechanics

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The present paper focuses on selected plasticity and damage-plasticity models for describing the 3D material behavior of concrete. In particular, a plasticity model and a damage-plasticity model are reviewed and evaluated. Based on the results of the evaluation, enhancements are proposed, aiming at improving the correspondence between predicted and observed material behavior and aiming at implementing a robust and efficient stress update algorithm in a finite element program for performing large-scale 3D numerical simulations of concrete structures. The capabilities of the concrete models are demonstrated by 3D numerical simulations of benchmark tests with combined bending and torsional loading and combined compression and shear loading and by a large-scale 3D finite element analysis of a model test of a concrete arch dam. Copyright [14] modified the concrete model of Willam [5] to improve its robustness for the stress update. Haufe [15] enhanced the evolution equations of the yield function and the plastic potential of the concrete model developed by Kang [11]. Pivonka [16] extended two elastic-plastic models for describing concrete behavior due to high compressive stresses. Different from most classical plasticity models, Grassl [17] developed a model in which hardening is controlled only by the volumetric part of the plastic strains. Recently, a single-parameter plasticity model for concrete was presented by Papanikolaou [18].Viscoelastic and/or viscoplastic models were developed for describing time-dependent material behavior, e.g. aging and creep of concrete (see, e.g., [19,20]). Viscoplastic models can also serve for regularizing rate-independent plasticity models in case of softening behavior.Constitutive models based on the theory of damage mechanics describe the degradation of the initial elastic stiffness tensor caused by propagating micro-cracks. Basically, isotropic damage models and anisotropic damage models can be distinguished. Isotropic damage models for concrete can be found, e.g., in [21,22] and a comparative study of different definitions of damage variables is contained in [23]. Huber [24] proposed a three-dimensional gradient-enhanced isotropic damage model. Anisotropic damage models were proposed, e.g., in [25] and by Papa [26], who used two independent second-order symmetric damage tensors for describing damage due to tensile and compressive strains, respectively. Based on the argument that damage is not related to the loading sign but to the micro-crack pattern Desmorat [27] developed a nonlocal anisotropic damage model which contains only one second-order damage tensor. A comparison of different damage models with regard to mesh bias effects can be found in [28].By combining the theories of plasticity and continuum damage mechanics, both irreversible (plastic) strains and the degradation of the elastic stiffness tensor can be described. Constitutive models for concrete based on the combination of the theories of plasticity and isotropic damage mechanics can be found, e.g. in [29][30][31][...

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Modelling of elastoplastic behaviour with non-local damage in concrete under compression

Cited by 32 publications

References 34 publications

Three dimensional combined fracture–plastic material model for concrete

Three dimensional combined fracture–plastic material model for concrete

Poroplastic damage modeling of unsaturated cement-based materials

Review and enhancement of 3D concrete models for large‐scale numerical simulations of concrete structures

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