Computational model for discrete crack growth in plain and reinforced concrete

Prasad, M. V. K. V.; Krishnamoorthy, C. S.

doi:10.1016/s0045-7825(02)00210-4

Cited by 54 publications

(35 citation statements)

References 11 publications

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“…The shear fracture resistance is neglected in this study. The three tests are analyzed with three different types of tension softening curve, i.e., the linear softening curve [1], bilinear softening curve [2], and exponential softening curve [4]. The three tension softening curves are shown in Fig.…”

Section: Resultsmentioning

confidence: 99%

“…The obtained results are compared with a result from FE analysis by Prasad and Krishnamoorthy [4] and experimental results by Körmeling and Reinhardt [31] as shown in Fig. 7.…”

Section: Three-point Bending Testmentioning

confidence: 94%

“…The finite element method (FEM) has been widely used to perform analysis of 2D cohesive crack propagation [1][2][3][4][5][6]. Nevertheless, crack analysis using FEM faces several problems.…”

Section: Introductionmentioning

confidence: 99%

“…The use of elements in FEM creates difficulties in the treatment of discontinuities that do not coincide with the original mesh lines. One of the traditional techniques for handling these complications is to remesh the domain of the problem in each step of the evolution in such a way that the mesh lines remain coincident with the discontinuities throughout the evolution of the problem [1,4,6]. For this purpose, several complex and robust remeshing algorithms have been developed [4,6].…”

Section: Introductionmentioning

confidence: 99%

“…In this case, the relationship between the transmitted tensile stress and the crack opening displacement is required. Even with the aforementioned difficulties intrinsic to the use of FEM in modeling crack problems, the implementation of the fictitious crack model using FEM has been investigated by many researchers [1][2][3][4][5][6]. The EFG method has been used to simulate dynamic crack growth in concrete by Belytschko et al [30].…”

Section: Introductionmentioning

confidence: 99%

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Analysis of Cohesive Crack Growth by the Element-Free Galerkin Method

Soparat

Nanakorn

2008

J. mech.

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In this study, the element-free Galerkin (EFG) method is extended to include nonlinear behavior of cohesive cracks in 2D domains. A cohesive curved crack is modeled by using several straight-line interface elements connected to form the crack. The constitutive law of cohesive cracks is considered through the use of these interface elements. The stiffness equation of the domain is constructed by directly including, in the weak form of the global system equation, a term related to the energy dissipation along the interface elements. The constitutive law of cohesive cracks can then be considered directly and efficiently by using this energy term. The validity and efficiency of the proposed method are discussed by using problems found in the literature. The proposed method is found to be an efficient method for simulating propagation of cohesive cracks.

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Section: Resultsmentioning

confidence: 99%

“…The obtained results are compared with a result from FE analysis by Prasad and Krishnamoorthy [4] and experimental results by Körmeling and Reinhardt [31] as shown in Fig. 7.…”

Section: Three-point Bending Testmentioning

confidence: 94%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Analysis of Cohesive Crack Growth by the Element-Free Galerkin Method

Soparat

Nanakorn

2008

J. mech.

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Verwendung diskreter, kohäsiver Risse zur Berechnung von Beton unter hochdynamischer Belastung

Larcher

2007

Beton und Stahlbetonbau

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Die Berechnung von hochdynamisch beanspruchten Bauteilen stellt hohe Anforderungen an die verwendeten Methoden und Stoffgesetze. Neben dem nichtlinearen Verhalten des Betons durch das Risswachstum ist die bei hohen Belastungsgeschwindigkeiten erhöhte Festigkeit zu berücksichtigen. Zusätzlich ist das Verhalten der Mikroporen unter einer hydrostatischen Beanspruchung einzubeziehen. Die Art der Entlastung von stark hydrostatisch beanspruchtem Beton entscheidet über die Höhe der Energiedissipation.In dieser Arbeit wird das elementfreie Galerkin‐Verfahren verwendet, um in Kombination mit einem kohäsiven Rissansatz die Rissentwicklung im Beton darzustellen. Das Verhalten der Mikroporen wird über eine Volumenfunktion implementiert, deren Entlastungsfunktion ebenfalls vorgestellt wird. Das Simulationsmodell wird an verschiedenen statischen und dynamischen Versuchen validiert. Die Berechnung eines mit einer Kontaktdetonation beaufschlagten Betonkörpers zeigt ein Rissbild, das das experimentell bestimmte gut abbildet.

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Comparison of numerical models for nonlinear static analysis of planar concrete frames based on 1D and 2D finite elements

Radnić

Markić

Glibić

et al. 2016

Materialwissenschaft Werkst

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Firstly, a discussion about the application of beam-column (1D) and plane (2D) finite elements in the numerical analysis of the planar concrete frames is presented. Then, briefly are presented two numerical models for nonlinear static analysis of planar concrete frames, first based on beam-column (1D) elements and second on plane (2D) finite elements, which can simulate their main nonlinear effects. The presented models are verified on two experimental test results. Good agreement was obtained between the experimental and the numerical results, which confirm the possibility of practical application of both presented numerical models. However, their further verifications are necessary.

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Computational model for discrete crack growth in plain and reinforced concrete

Cited by 54 publications

References 11 publications

Analysis of Cohesive Crack Growth by the Element-Free Galerkin Method

Analysis of Cohesive Crack Growth by the Element-Free Galerkin Method

Verwendung diskreter, kohäsiver Risse zur Berechnung von Beton unter hochdynamischer Belastung

Comparison of numerical models for nonlinear static analysis of planar concrete frames based on 1D and 2D finite elements

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