A plastic-damage model for concrete

Lubliner, J.; Oliver, J.; Oller, Sergio; Oñate, Eugenio

doi:10.1016/0020-7683(89)90050-4

Cited by 3,436 publications

(1,804 citation statements)

References 25 publications

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“…Such results, represented in the figures with green diamonds, have been obtained by means of sophisticated non-linear (both static and dynamic) analyses performed on detailed full 3D FE discretizations by means of the commercial code ABA US [28], assuming for masonry a Concrete Damage Plasticity (CDP) model. The reader interested in further details is referred to [15][16] [29].…”

Section: Muri Macro-elements Analysismentioning

confidence: 99%

Seismic Vulnerability of Different in Geometry Historic Masonry Towers

Sarhosis¹,

Fabbrocino²,

Formisano³

2017

Proceedings of the 6th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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Section: Muri Macro-elements Analysismentioning

confidence: 99%

Seismic Vulnerability of Different in Geometry Historic Masonry Towers

Sarhosis¹,

Fabbrocino²,

Formisano³

2017

Proceedings of the 6th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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“…To represent the elasticÀplastic behaviour of the concrete engine shed under a sequence of seismic shocks, the CDP model was assumed as a constitutive model of concrete (Lubliner et al 1989;Lee & Fenves 1998;Simulia 2013). The model is specially recommended for calculations of concrete structures subjected to dynamic loadings, like earthquakes (Simulia 2013, Dulinska & Jasinska 2014.…”

Section: Constitutive Parameters For the Concrete Damaged Plasticitymentioning

confidence: 99%

Dynamic behaviour of a concrete building under a mainshock–aftershock seismic sequence with a concrete damage plasticity material model

Dulińska

Murzyn

2016

Geomatics, Natural Hazards and Risk

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To cite this article: Joanna Maria Dulinska & Izabela Joanna Murzyn (2016) Dynamic behaviour of a concrete building under a mainshock-aftershock seismic sequence with a concrete damage plasticity material model, Geomatics, Natural Hazards and Risk, 7:sup1, 25-34, DOI: 10.1080/19475705.2016 ABSTRACTThe aim of this paper was to investigate the dynamic response of a concrete structure subjected to a mainshockÀaftershock seismic sequence. In the dynamic analysis, three components of the registered mainshock and aftershock were taken into account. The peak ground accelerations of about 0.5 g were assumed for both shocks. A one-storey shed was modelled with the ABAQUS software to represent a large concrete structure under the repeated earthquakes. For proper characterization of concrete structure behaviour under the sequence of shocks, a concrete damage plasticity model was assumed as a constitutive model of concrete. The obtained results indicate that aftershocks can have considerable effect on dynamic behaviour of concrete structures in terms of enlarging zones affected by irreversible strains or additional damage evolution. The analysis revealed that aftershocks, which are usually not as strong as mainshocks, may result even in total loss of concrete material strength while performing in mainshockÀaftershock seismic sequences.

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“…In order to model the behavior of the concrete the "concrete damage plasticity" was used [27,28]. It assumes that the main two failure mechanisms are tensile cracking and compressive crushing of the concrete material.…”

Section: Concrete Steel Srg and Srp Systemsmentioning

confidence: 99%

“…In the plastic range damage parameters, a description of tensile/compressive behavior were requested. The five plastic damage parameters were: the dilation angle (38˝), the flow potential eccentricity (0.1), the ratio of initial biaxial compressive yield stress to initial uniaxial compressive yield stress (1.16), the ratio of the second stress invariant on the tensile meridian to that on the compressive meridian (0.667), and the viscosity parameter (0.0) [26][27][28]. The concrete compressive behavior was modeled with the well-known stress-strain relationship proposed by Hognestad [30], with the ultimate compressive strain equal to 0.0035.…”

Section: Concrete Steel Srg and Srp Systemsmentioning

confidence: 99%

3D FE Analysis of RC Beams Externally Strengthened with SRG/SRP Systems

Bencardino

Condello

2016

Fibers

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Abstract:The purpose of this study is to evaluate, through a nonlinear Finite Element (FE) analysis, the structural behavior of Reinforced Concrete (RC) beams externally strengthened by using Steel Reinforced Grout (SRG) and Steel Reinforced Polymer (SRP) systems. The parameters taken into account were the external strengthening configuration, with or without U-wrap end anchorages, as well as the strengthening materials. The numerical simulations were carried out by using a three-dimensional (3D) FE model. The linear and nonlinear behavior of all materials was modeled by appropriate constitutive laws and the connection between concrete substrate and external reinforcing layer was simulated by means of cohesive surfaces with appropriate bond-slip laws. In order to overcome convergence difficulties, to simulate the quasi-static response of the strengthened RC beams, a dynamic approach was adopted. The numerical results in terms of load-displacement curves, failure modes, and load and strain values at critical stages were validated against some experimental data. As a result, the proposed 3D FE model can be used to predict the structural behavior up to ultimate stage of similar strengthened beams without carrying out experimental tests.

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A plastic-damage model for concrete

Cited by 3,436 publications

References 25 publications

Seismic Vulnerability of Different in Geometry Historic Masonry Towers

Seismic Vulnerability of Different in Geometry Historic Masonry Towers

Dynamic behaviour of a concrete building under a mainshock–aftershock seismic sequence with a concrete damage plasticity material model

3D FE Analysis of RC Beams Externally Strengthened with SRG/SRP Systems

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