A Simple Formulation of a Dilatant Joint Element Governed by Coulomb Friction

Bird, W.W.; Martin, J. B.

doi:10.1108/eb023835

Cited by 10 publications

(5 citation statements)

References 4 publications

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“…As introduced in Díez and Pegon (2002), Beer (1985) and Snyman et al (1991), the nodes in the interface zone must be defined twice in order to define the joint elements, which correspond to the duplicated geometry. Joint elements allow interfaces sliding and separating.…”

Section: Heuristic Crack Model With Jointsmentioning

confidence: 99%

“…Firstly (option A), a continuous model which has been successfully used modeling the common Brazilian test (Rodriguez-Ferran and Huerta, 2000), the nonlocal Mazars damage model (Mazars, 1986;Bažant, 2002;Jirá-sek, 2007;Pijaudier-Cabot and Huerta, 1991;Rodriguez-Ferran and Huerta, 2000). Secondly (option B), a model which introduces discontinuous fracture at the surfaces corresponding to an a priori defined cracking pattern, based on the experimentally observed fracture mechanisms (Díez and Pegon, 2002;Beer, 1985;Snyman et al, 1991). On the fracture surfaces, joint elements with cohesive dilatant behavior are used to model the interfaces.…”

Section: Introductionmentioning

confidence: 99%

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Numerical modeling of the double punch test for plain concrete

Pros¹,

Dı́ez²,

Molins³

2011

International Journal of Solids and Structures

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Double punch test is used to indirectly assess the tensile strength of plain\ud concrete, ft. For this normalized test, the tensile strength is obtained as a function of the failure load, P, which is expressed as f_t = F(P). Different authors have proposed different expressions for the relation F(·), yielding scattered values of f_t. None of these alternatives is universally recognized as being more suitable than the others. In fact, these expressions are mainly based on elastic models considering the maximum tensile stress under the load P and ft is obtained as an output of the linear model. A numerical\ud simulation allows using models in which f_t is an input of the material model and the corresponding failure load P is obtained associated with each value of f_t. In the present work, double punch test is simulated numerically considering two alternatives for modeling plain concrete accounting for damage\ud and cracking: (a) the nonlocal Mazars damage model and (b) an heuristic crack model including joint elements in an a priori defined crack pattern.\ud Numerical results are validated with experimental data and compared with the analytical expressions available in the literature.Preprin

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Section: Heuristic Crack Model With Jointsmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Numerical modeling of the double punch test for plain concrete

Pros¹,

Dı́ez²,

Molins³

2011

International Journal of Solids and Structures

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“…The localized nature of the deformation is reflected by the Dirac‐delta distribution, see. 32, 51, 64, 66–68. In Equation (21), α is a displacement‐like internal variable containing, among others, the displacement discontinuity J .…”

Section: Constitutive Equationsmentioning

confidence: 99%

Efficient modeling of localized material failure by means of a variationally consistent embedded strong discontinuity approach

Mosler

Stanković

Radulovic

2011

Numerical Meth Engineering

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SUMMARYThis paper is concerned with a novel embedded strong discontinuity approach suitable for the analysis of material failure at finite strains. Focus is on localized plastic deformation particularly relevant for slip bands. In contrast to already existing models, the proposed implementation allows to consider several interacting discontinuities in each finite element. Based on a proper re-formulation of the kinematics, an efficient parameterization of the deformation gradient is derived. It permits to compute the strains explicitly that improves the performance significantly. However, the most important novel contribution of the present paper is the advocated variational constitutive update. Within this framework, every aspect is naturally driven by energy minimization, i.e. all unknown variables are jointly computed by minimizing the stress power. The proposed update relies strongly on an extended principle of maximum dissipation. This framework provides enough flexibility for different failure types and for a broad class of non-associative evolution equations. By discretizing the aforementioned continuous variational principle, an efficient numerical implementation is obtained. It shows, in addition to its physical and mathematical elegance, several practical advantages. For instance, the physical minimization principle itself specifies automatically and naturally the set of active strong discontinuities.

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“…Another way of describing discontinuities numerically, apart from the continuous approach, is defined in this section. As introduced by Díez and Pegon (2002); Beer (1985); Snyman et al (1991), in the Finite Element analysis in solid mechanics, some situations present a discontinuous behavior between finite elements which can be modeled with joint elements. One example could be fractures in the material, like in plain concrete.…”

Section: Discontinuous Approach: Joint Modelmentioning

confidence: 99%

“…Secondly (option B), a model which introduces discontinuous fracture at the surfaces corresponding to an a priori defined cracking pattern, based on the experimentally observed fracture mechanisms (Díez and Pegon (2002); Beer (1985); Snyman et al (1991)). On the fracture surfaces, joint elements with cohesive dilatant behavior are used to model the interfaces.…”

Section: Introductionmentioning

confidence: 99%

Numerical approach for modeling steel fiber reinforced concrete

Pros Parés

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One alternative to overcome the main drawbacks of plain concrete in tension (its brittleness and weakness) is Steel Fiber Reinforced Concrete (SFRC), a technique introduced in the 70's, which consists of adding steel fibers into the concrete matrix. Due to the presence of the steel fibers into the concrete matrix, the residual strength and the energy dissipation of the material increase. Moreover, once a crack appears in the concrete, the steel fibers sew this fissure. The shape, the length and the slenderness of the fibers influence on the SFRC behavior. Moreover, the distribution and the orientation of the fibers into the concrete domain must be taken into account for characterizing the material. In order to characterize the behavior of SFRC, a numerical tool is needed. The aim is to simulate the most standard and common tests (direct and indirect tension tests, flexural test, double punch tes,¿) and more complex setups. This thesis proposes a numerical tool for modeling SFRC avoiding homogenized models (not accurate enough) and conformal meshes (too expensive). Therefore, the numerical tool accounts for the actual geometry of the fibers, discretized as 1D bars nonconformal with the concrete bulk mesh (2D or 3D domains). The two materials, corresponding to the concrete bulk and the fiber cloud, are defined independently, but coupled by imposing displacement compatibility. This compatibility is enforced following the ideas of the Immersed Boundary methods. Two different models are considered for modeling the concrete bulk (a continuous one and a discontinuous one). The parametric study of each model is done for only plain concrete, before the addition of the steel fibers. A phenomenological mesomodel is defined for modeling steel fibers, on the basis of the analytical expressions describing the pullout tests. This phenomenological mesomodel not only describes the behavior of the steel fibers, but also accounts for the concrete-fiber interaction behavior. For each fiber, its constitutive equation is defined depending on its shape (straight or hooked) and the angle between the fiber and the normal direction of the failure pattern. Both 2D and 3D examples are reproduced with the proposed numerical tool. The obtained results illustrate the presence of the steel fibers into the concrete matrix. The shape of the fiber influences of the SFRC behavior: the residual strength is higher for hooked fibers than for straight ones. Moreover, increasing the quantity of fibers means increasing the residual strength of the material. The obtained numerical results are compared to the experimental ones (under the same hypothesis). Therefore, the proposed numerical approach of SFRC is validated experimentally.

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A Simple Formulation of a Dilatant Joint Element Governed by Coulomb Friction

Cited by 10 publications

References 4 publications

Numerical modeling of the double punch test for plain concrete

Numerical modeling of the double punch test for plain concrete

Efficient modeling of localized material failure by means of a variationally consistent embedded strong discontinuity approach

Numerical approach for modeling steel fiber reinforced concrete

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