Damage model for fatigue loading of concrete

Alliche, A.

doi:10.1016/j.ijfatigue.2004.02.006

Cited by 123 publications

(72 citation statements)

References 16 publications

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“…Papa et al (1996) and Alliche (2004) presented theoretical models for fatigue of plain concrete based on damage mechanics. Matsumoto et al (2008) successfully showed characteristics of cumulative damage of concrete by using Rigid Body Spring Model (RBSM).…”

Section: Simulation Of Rc Members Under High Cycle Repetition Of Loadsmentioning

confidence: 99%

Pseudo-Cracking Approach to Fatigue life Assessment of RC Bridge Decks in Service

Fujiyama

Tang

Maekawa

et al. 2013

ACT

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This paper presents a numerical scheme to estimate a residual fatigue life of damaged RC bridge decks by means of the pseudo-cracking method proposed, which converts crack inspection data into the on-site mechanistic damage of structural concrete. First, crack information, which can be obtained through a simple visual inspection at site, is transformed to equivalent strain fields upon a finite element discretization, and an equivalent damage state is numerically reproduced. Then, the proposed system simulates subsequent responses to assess the residual fatigue life despite the initial cause of the cracks. The methodology proposed in this study was examined by re-producing several inspection processes computationally, and the numbers of traffic load passages at failure is verified without using the past loading history. For engineering verification, the fatigue-loading experiment of RC slabs, which was taken from a bridge subjected to the real traffic loads, are targeted to be simulated by the pseudo-cracking approach. Sensitivity analyses are also conducted to compute the S-N diagram of the damaged slabs in the five deterioration grades specified by the JSCE maintenance code, and the quantitative results are found to approximately match the specified recommendation. This study indicates that the proposed approach is capable of leading crack strain fields of RC slabs to remaining life-span simulation of damaged RC for the case of low intensity and high cycle fatigue actions.

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Section: Simulation Of Rc Members Under High Cycle Repetition Of Loadsmentioning

confidence: 99%

Pseudo-Cracking Approach to Fatigue life Assessment of RC Bridge Decks in Service

Fujiyama

Tang

Maekawa

et al. 2013

ACT

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“…On the contrary, much more work is devoted to the cyclic behaviour of plain concrete material or concrete with fibres, which have a behaviour similar to natural rocks. Damage mechanics is the mostly used framework (Peng & Meyer, 2000;Alliche, 2004;Wu et al, 2006;Mazars et al, 2015;Breccolotti et al, 2015). Another model couples damage evolution and bounding surface model (Suaris et al, 1990).…”

Section: List Of Symbols αmentioning

confidence: 99%

Validation of a New Elastoplastic Constitutive Model Dedicated to the Cyclic Behaviour of Brittle Rock Materials

et al. 2017

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Old mines or caverns may be used as reservoirs for fuel/gas storage or in the context of large scale energy storage. In the first case, oil or gas is stored on annual basis. In the second case pressure due to water or compressed air varies on a daily basis or even faster. In both cases a cyclic loading on the cavern's/mine's walls must be considered for the design. The complexity of rockwork geometries or coupling with water flow requires finite element modelling and then a suitable constitutive law for the rock behaviour modelling. This paper presents and validates the formulation of a new constitutive law able to represent the inherently cyclic behaviour of rocks at low confinement. The main features of the behaviour evidenced by experiments in the literature depict a progressive degradation and strain of the material with the number of cycles. A constitutive law based on a boundary surface concept is developed. It represents the brittle failure of the material as well as its progressive degradation. Kinematic hardening of the yield surface allows the modelling of cycles. Isotropic softening on the cohesion variable leads to the progressive degradation of the rock strength. A limit surface is introduced and has a lower opening than the bounding surface. This surface describes the peak strength of the material and allows the modelling of a brittle behaviour. In addition a fatigue limit is introduced such that no cohesion degradation occurs if the stress state lies inside this surface. The model is validated against three different rock materials and types of experi-

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“…Equation (20) with independent values for a 1 and a 2 (and not necessarily infinitesimal) has been widely used in the literature for representing the elasticity tensor of damaged materials. It has been obtained by Kachanov (1992) as the effective moduli of microcracked media and then widely used as a phenomenological model for damaged geomaterials (Chiarelli et al, 2003;Alliche, 2004) or as an intermediary between micromechanical and phenomenological models for further theoretical investigations (Halm and Dragon, 1988;Dragon et al, 2000). It is interesting to note that Equation (20) can be defined directly by an ellipsoidal property: for this model the surface F 2 (C) is ellipsoidal.…”

Section: Ellipsoidal Anisotropies In Linear Elasticitymentioning

confidence: 99%

Ellipsoidal Anisotropies in Linear Elasticity: Extension of Saint Venant's Work to Phenomenological Modeling of Materials

Pouya¹

2007

International Journal of Damage Mechanics

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Several families of elastic anisotropies have been introduced by Saint Venant (Saint Venent, B. (de) (1863). Sur la distribution des e´lasticitie´s autour de chaque point d'un solide ou d'un milieu de contexture quelconque, particulie`rement lorsqu'il est amorphe sams eˆtre isotrope, Journal de Math. Pures et Applique´es, Tome VIII (2 e´me se´rie) pp. 257-430) for which the polar diagram of elastic parameters in different directions of the material (indicator surface) is ellipsoidal. These families cover a large variety of models introduced in recent years for damaged materials or as effective moduli of heterogeneous materials. Ellipsoidal anisotropy has also been used as a guideline in phenomenological modeling of materials. Then a question that naturally arises is to know in which conditions the assumption that some indicator surfaces are ellipsoidal allows one to entirely determine the elastic constants. This question has not been rigorously studied in the literature. In this study, first, several basic classes of ellipsoidal anisotropy are presented. Then the problem of the determination of elastic parameters from indicator surfaces is discussed in several basic cases that can occur in phenomenological modeling. Finally, the compatibility between the assumption of ellipsoidal form for different indicator surfaces is discussed. In particular, it is shown that if the indicator surfaces of ffiffiffiffiffiffiffiffiffi EðnÞ 4 p and of ffiffiffiffiffiffiffiffi cðnÞ À4 p (where E(n) and c(n) are, respectively, the Young's modulus and the elastic coefficient in the direction n) are ellipsoidal, then the two ellipsoids have necessarily the same principal axes, and the material in this case is orthotropic.

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Damage model for fatigue loading of concrete

Cited by 123 publications

References 16 publications

Pseudo-Cracking Approach to Fatigue life Assessment of RC Bridge Decks in Service

Pseudo-Cracking Approach to Fatigue life Assessment of RC Bridge Decks in Service

Validation of a New Elastoplastic Constitutive Model Dedicated to the Cyclic Behaviour of Brittle Rock Materials

Ellipsoidal Anisotropies in Linear Elasticity: Extension of Saint Venant's Work to Phenomenological Modeling of Materials

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