Request PDF on ResearchGate | A Plastic-Damage Model for Concrete | In behavior is represented using the Lubliner damage-plasticity model included in. behavior of concrete using various proposed models. As the softening zone is known plastic-damage model originally proposed by Lubliner et al. and later on. Lubliner, J., Oliver, J., Oller, S. and Oñate, E. () A Plastic-Damage Model for Concrete. International Journal of Solids and Structures, 25,
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Comparison of 10 quadrilateral finite elrments for plasticity problems.
Comparison between the experimental data and the numerical simulations shows that the proposed model is able to describe the main features of the mechanical performances observed in concrete material under uniaxial, biaxial, and cyclic loadings. Substituting 29 into 27c and 27d yields the increments of the damage variables and. Substituting 28 into 27a yields the relationship condrete the stress and the damage variables, written in incremental form as follows: Typical values range lub,iner about 0.
It concrrte assumed in 6 that the damage can be represented effectively in the material compliance tensor. The yield function determines under what conditions the concrete begins to yield and how the yielding of the material evolves as the irreversible deformation accumulates [ 26 ].
A plastic-damage model for concrete to Experimental bond Fig.
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The authors declare that there is no conflict of interests regarding the publication of this paper. Description of inelastic deformation and degradation of concrctc. According to Shao, it is reasonable to assume that the damage initiation occurs at the same time as the plastic deformation. Suidan and Schnobrich By using these parameters, simulations of biaxial compression-compression and compression-tension tests with different stress ratios have been performed.
Effect of the parameters on fro model response in tension: Chen and Chen Fracture mechanics of reinforced concrete.
On the creep rupture of structures. According to the second principle of thermodynamics, any arbitrary irreversible process satisfies the Clausius-Duhem inequality as Substituting the time derivative of the thermodynamic potential into the inequality yields Because the inequality must hold for any value of,andthe constitutive equality can be obtained as follows: In these models, the plastic yield function is defined in the effective configuration pertaining to the stresses in the undamaged material [ 57 — 9 ].
Even if several types of expressions for the plastic yield function written in terms of the effective stress have been successfully applied to model some of the typical nonlinearities of concrete such as the volumetric dilation and strength increase under multidimensional compressionthey cannot be directly used in the true stress space.
To incorporate these modes into the formulation, the stress tensor is decomposed into a positive part and negative part: Compared stress-strain results for double non-symmetric compression.
The singular points of the yield surfaccarc the following: Considering that an added compliance tensor is induced by the microcrack propagation, the fourth-order compliance tensor is decomposed as follows [ 23 ]: According to Faria et al.
A possible form is [ 44 k t7. Computational Procedure The numerical algorithm of the proposed constitutive model is implemented in a finite element code.
Normality rules in large-deformation plasticity. Nguyen and Houlsby [ 10 ] proposed a double scalar damage-plasticity model for concrete based on thermodynamic principles.
Damage lpastic-damage are introduced all over the plastic yield function. Log In Sign Up. The excellent agreement with experiment obtained in the solution of a difficult problem such as that of the notched beam shows that the potential of the present approach is great. It has proven to be excellent in modeling the biaxial strength of concrete. Howcvcr, unlike the usual plasticity models with isotropic hardcniny, c is not nocsssarily taken simply as: Once r is known.
Subscribe to Table of Contents Alerts. The model contains 12 parameters, which can be obtained by fitting both curves of the stress-strain and the stress-plastic strain in the uniaxial tension and compression tests. Then, these parameters are used to model the behavior of the concrete under different stress ratios, and. By solving 1617and 21 in terms of the trial stress, the increments of plasitc-damage equivalent plastic strains andplastic strainand damage variables and can be obtained: The parameter is a parameter expressed from the tensile and compressive plastic hardening functions: Indexed in Science Citation Index Expanded.
A PLASTIC-DAMAGE MODEL FOR CONCRETE | ec pf –
The model parameters obtained for the concrete are listed in Table 2. Quadrilateral finite elements under a uniaxial tension, b biaxial tension, c uniaxial compression, and d biaxial compression. The specific expressions of and are given as where and are, respectively, the initial damage energy release threshold under tension and compression, and are the parameters controlling the damage evolution rate under tension, and and are the parameters controlling the damage evolution rate under compression.
For details on the numerical scheme and the associated algorithmic steps, refer to the published reports [ 1028 ]. The plastic yield function is usually expressed by a function of the stress tensor and plastic hardening function, so plasyic-damage damage parameters are included in the plastic yield function with the introduction of the reduction factor in the plastic hardening function.
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Mathematical Problems in Engineering
Comparison of the model predictions with the experimental results under biaxial compression: Model parameters for concrete material under biaxial loadings. The tangent stiffness, as a piecewise linear operator, is symmetric if C, is symmetric crrrtlif C,g is proportional to Cff. Similarly, the parameters, and are determined by fitting both curves of stress-strain and stress-plastic strain obtained in the uniaxial compression test.
Note tor is equal to one if all of the convrete are positive, and it is equal to zero if all of the eigenstresses are negative.