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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 OƱate, E. () A Plastic-Damage Model for Concrete. International Journal of Solids and Structures, 25,

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A plastic yield function based on the true stress is adopted with two hardening ffor, one for tensile loading history and the other for compressive loading history.

The broitdcst arelt of success of pklsticity theory with conorctc is the treatment of reinforced concrete see Chcn, for 3 survey of the results und other situations in which the material acts primarily in compression.

Description of inelastic deformation and degradation of concrctc. The plasticity yield function widely used in effective stress space is modified to be applied in this study by considering a reduction in the plastic hardening rate. This localization can also be clearly seen in Fig.

Damage evolution law and lublimer damage coupling are described using the framework of irreversible thermodynamics.

Mathematical Problems in Engineering

Results agree rcasonnhly well with those reported by Kupfer er al. In this case there is no symmetry argument to dictate a choice of 8.


The plastic yield function is usually expressed by a function of the stress tensor and plastic hardening function, so the damage parameters are plastci-damage in the plastic yield function with the introduction of the reduction factor in the plastic hardening function. Many authors used this approach to couple damage to plasticity. A plastic-damage model for concrete to Experimental bond Fig.

Because the inequality must hold for any value of,andthe constitutive equality can be obtained as follows: Desmorat, Engineering Damage Mechanics: It is assumed in 6 that the damage can be represented effectively in the material compliance tensor.

Material models for granular soils. The singular points of the yield surfaccarc the following: Some of these limitations could bo avoided if a single constitutivc model could be used that governs the non-linear behnvior of concrete. To model these features, several mechanics theories have been used.

Once r is known. The plastic potential is also a function of the stress tensor, the scalar damage variables, and the internal hardening variables. The so-celled crrp model DiMaggio and Sandlcr, has been used to describe this discontinuity. As we said above. The plastic tensile and compressive hardening functions of the damaged material are then specified as.

Computational Procedure The numerical algorithm of the proposed constitutive model is lublinrr in a finite element code.

A Coupled Plastic Damage Model for Concrete considering the Effect of Damage on Plastic Flow

Such an cquntion mny bc JccIuccd from the more general equation. By using these parameters, simulations of biaxial compression-compression and compression-tension tests with different stress ratios have been performed.

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Such conseyucnces of the associated flow rufc as uniqueness of solutions to boun- dary-v: These responses observed in Figure 3 show the coupled effect of damage and plasticity on the predicted response.

By introducing such a reduction factor, the widely used plastic yield functions, such as those applied by Lee and Fenves [ 7 ], Wu et al. A distinction bctwccn the degradation vitriables used hcrc and the damage varinblcs that i: The yield function used in the present work is expressed as follows: Bcinnt and Cedolin The following notational convention is used in this section: Indexed in Science Citation Index Expanded.

For the characteristic length I, various approaches have been proposed: Damage variables are introduced all over the plastic yield function.

As it can be seen in the figure. The xcuracy of the kodel is checked with some examplss of application. It can be observed from 33 and 41 that the damage variables are introduced into the plastic yield function.

Results obtained by different researchers for the same problem have been plotted in Fig. The mechanical behavior of concrete is unique, due to the influence of micromechanisms involved in the nucleation and growth of microcracks and plastic flow. With the hofp of eqns 12 and I 3.