Numerical aspects of the crack band approach

Jirásek, Milan; Bauer, Marco

doi:10.1016/j.compstruc.2012.06.006

Cited by 165 publications

(96 citation statements)

References 23 publications

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“…The total amount of the fracture energy dissipated by the model is slightly greater than the fracture energy used to perform the numerical simulation (computed from uniaxial tension). This result is in accordance with results obtained in [21]. When ε2 (E-3) Fig.…”

Section: Energetic Regularization For Two Dimensional Analysissupporting

confidence: 83%

“…(16)) was evaluated under uniaxial tension. For a notched beam under three-point bending, the stress state along the crack path is not uniaxial even if the crack is under mode I [21]. The energy dissipated by cracking is affected by the biaxial stress state.…”

Section: Energetic Regularization For Two Dimensional Analysismentioning

confidence: 99%

“…The energy dissipated by cracking is affected by the biaxial stress state. In [21], Jirasek and Bauer evaluated the crack band theory under two-dimensional configuration. The biaxial stress effect is analysed for a notched beam under three-point bending test using a simple damage model (with different equivalent strain definitions).…”

Section: Energetic Regularization For Two Dimensional Analysismentioning

confidence: 99%

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Size-independent fracture energy of concrete at very early ages by inverse analysis

Matallah

Farah

Grondin

et al. 2013

Engineering Fracture Mechanics

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This paper deals with the analysis of fracture characteristics of concrete at very early ages. Experimentally, three-point bending tests are performed on concrete notched beams at very early age (before 24 h) to obtain the Load-Crack Mouth Opening Displacement (CMOD) curves. In order to find a trend of the fracture energy evolution, inverse analysis procedure is performed using finite element analysis. A damage softening model is used to describe the softening behaviour and a nonlinear inverse analysis algorithm (Levenberg-Marquardt) is adopted. As the softening damage model used does not take into account boundary effects, only a part of the Load-CMOD curves is fitted. Therefore, a good estimation of the size-independent fracture energy is obtained. The results obtained from the experimental test and the inverse analysis indicate an upward trend of the evolution of the fracture energy and other fracture concrete characteristics.

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Section: Energetic Regularization For Two Dimensional Analysissupporting

confidence: 83%

Section: Energetic Regularization For Two Dimensional Analysismentioning

confidence: 99%

Section: Energetic Regularization For Two Dimensional Analysismentioning

confidence: 99%

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Size-independent fracture energy of concrete at very early ages by inverse analysis

Matallah

Farah

Grondin

et al. 2013

Engineering Fracture Mechanics

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“…This value cannot be directly used as input for the finite analysis with LS-DYNA, since for the crack band approach in LS-DYNA, the inelastic strain is determined as ε c = w c /h e , where h e is a measure of the element length determined as a function of the volume of the element as h e = 3 √ V e . For direct tension tests using tetrahedral elements, this approach of estimating the element length results in an overestimation of the fracture energy obtained in simulations [21]. In [13], it was…”

Section: Methodsmentioning

confidence: 99%

On the Numerical Modelling of Bond for the Failure Analysis of Reinforced Concrete

Grassl

Johansson

Leppänen

2017

Preprint

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The structural performance of reinforced concrete relies heavily on the bond between reinforcement and concrete. In nonlinear finite element analyses, bond is either modelled by merged, also called perfect bond, or coincident with slip, also called bond-slip, approaches. Here, the performance of these two approaches for the modelling of failure of reinforced concrete was investigated using a damage-plasticity constitutive model in LS-DYNA. Firstly, the influence of element size on the response of tension-stiffening analyses with the two modelling approaches was investigated. Then, the results of the two approaches were compared for plain and fibre reinforced tension stiffening and a drop weight impact test. It was shown that only the coincident with slip approach provided mesh insensitive results. However, both approaches were capable of reproducing the overall response of the experiments in the form of load and displacements satisfactorily for the meshes used.1 Preprints (www.preprints.org) | NOT PEER-REVIEWED | Posted:

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“…However, deformation patterns are often influenced by the mesh direction, since they localise in a mesh-size dependent zone [21]. Furthermore, in general 3D analyses, there is no straightforward approach how to define the length measure which is used to adjust the softening modulus of stress-strain curves [19]. In structural analyses of reinforced concrete, reinforcement is often modelled by beam or truss elements which are connected to solid elements.…”

mentioning

confidence: 99%

On the Numerical Modelling of Bond for the Failure Analysis of Reinforced Concrete

Grassl¹,

Johansson²,

Leppänen³

2017

Preprint

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Numerical aspects of the crack band approach

Cited by 165 publications

References 23 publications

Size-independent fracture energy of concrete at very early ages by inverse analysis

Size-independent fracture energy of concrete at very early ages by inverse analysis

On the Numerical Modelling of Bond for the Failure Analysis of Reinforced Concrete

On the Numerical Modelling of Bond for the Failure Analysis of Reinforced Concrete

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