Finite element modeling of concrete cover crack propagation due to non-uniform corrosion of reinforcement

Zhang, Juhui; Ling, Xiaozheng; Guan, Zhongguo

doi:10.1016/j.conbuildmat.2016.12.019

Cited by 67 publications

(26 citation statements)

References 28 publications

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“…The corrosion rate along the rebar perimeter in a forced corrosion test will depend on the cathode location. This non-uniform corrosion has been observed experimentally [19,20] and has also been modelled [10,11,[13][14][15][16]21]. Usually, geometrical models are used to describe the rebar section and the rebar shape is considered as an ellipsoid [11,14,15,21], a combination of ellipsoids [18], or other geometries [12,13] depending on exposure conditions.…”

Section: Introductionmentioning

confidence: 88%

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Rebar Shape Time-Evolution During a Reinforced Concrete Corrosion Test: An Electrochemical Model

et al. 2019

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An electrochemical model is presented to calculate the rebar shape time-evolution in reinforced mortar specimens during forced corrosion tests. This provides a more realistic description than the usually used geometric models. The current distribution along the rebar perimeter is calculated by using Finite Element Method (FEM) to solve Laplace equation. Then, Faraday's law is used to relate current distribution to rebar volume increase due to corrosion products creation. The shape of the rebar section is obtained as a function of corrosion time.

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Section: Introductionmentioning

confidence: 88%

“…Cracking is experimentally studied usually by accelerated corrosion tests [9,12,[17][18][19][20]. Additionally, mechanical models have been developed to obtain numerical simulations [8,10,11,[13][14][15][16]21]. A key factor on mechanical modelling is the rebar shape time-evolution, which will determine the applied loads on concrete.…”

Section: Introductionmentioning

confidence: 99%

Rebar Shape Time-Evolution During a Reinforced Concrete Corrosion Test: An Electrochemical Model

et al. 2019

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“…The regression mathematical model of the steel corrosion rate was obtained using the reinforcement-position correction parameters, as indicated by Equation (20). The radial displacement equation was obtained by including the reinforcement corrosion rate, as indicated by Equations (21) and (22).…”

Section: Reinforcement Corrosion Rate Modelmentioning

confidence: 99%

“…The effects of the reinforcement diameter, cover thickness, and reinforcement-position on the cracking of the concrete protective layer under non-uniform corrosion conditions were investigated. Zhang et al [22] numerically simulated a non-uniform corrosion of reinforcement that causes concrete cracking in chloride-contaminated RC structures. The effects of the concrete cover thickness, rebar diameter, and rebar spacing on the failure patterns of the concrete cover and the crack propagation were examined, and limiting criteria for the cracking modes were established.…”

Section: Introductionmentioning

confidence: 99%

Concrete Protective Layer Cracking Caused by Non-Uniform Corrosion of Reinforcements

et al. 2019

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The volume expansion of reinforcement corrosion products resulting from the corrosion of steel reinforcement embedded into concrete causes the concrete’s protective layer to crack or spall, reducing the durability of the concrete structure. Thus, it is necessary to analyze concrete cracking caused by reinforcement corrosion. This study focused on the occurrence of non-uniform reinforcement corrosion in a natural environment. The characteristics of the rust layer were used to deduce the unequal radial displacement distribution function of concrete around both angular and non-angular bars. Additionally, the relationship between the corrosion ratio and the radial displacement of the concrete around the bar was established quantitatively. Concrete cracking due to the non-uniform corrosion of reinforcements was simulated using steel bars embedded in concrete that were of uneven displacement because of rust expansion. The distribution of the principal tensile stress around the bar was examined. A formula for calculating the critical radial displacement at the point when cracking began was obtained and used to predict the corrosion ratio of the concrete cover. The determined analytical corrosion ratio agreed well with the test result. The effect factor analysis based on the finite element method indicated that increasing the concrete strength and concrete cover thickness delays concrete cracking and that the adjacent rebar causes the stress superposition phenomenon.

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“…Analytical efforts have been made to propose a model that can predict either the time to corrosioninduced concrete cover cracking of a corroded structure or the residual flexural strength of RC beams subjected to rebar corrosion (Bažant, 1979;Hutchinson and Suo, 1992;Molina et al, 1993;Andrade et al, 1993;Liu and Weyers, 1998a;Liu and Weyers, 1998b;Martín-Pérez, 1999;Balafas and Burgoyne, 2010;Balafas and Burgoyne, 2011;Pantazopoulou and Papoulia, 2001;Vu et al, 2005;Oh et al, 2009;Zhang et al, 2017). Such studies have used a thick-walled cylinder model to calculate the stress generated by iron oxides (Bažant, 1979), have evaluated oxide formation in partially cracked cylinders (Liu and Weyers, 1998a;Liu and Weyers, 1998b;Martín-Pérez, 1999), and have applied the FE theory (Molina et al, 1993;Andrade et al, 1993;Pantazopoulou and Papoulia, 2001).…”

Section: Introductionmentioning

confidence: 99%

Predicción del agrietamiento inducido por corrosión en hormigón armado mediante modelización por elementos finitos

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Este trabajo propone un método de elementos finitos (FE) para calcular la profundidad de penetración por corrosión (rcrit) en las armaduras de acero, necesaria para originar la aparición de la primera grieta visible en el recubrimiento de hormigón. El análisis por FE se ha llevado a cabo utilizando el programa comercial ANSYS. El método de FE obtenido se ha desarrollado en función del espesor del recubrimiento de hormigón libre (C), el diámetro de la armadura (D), la longitud de la zona anódica (L), y el tipo de hormigón. Los resultados obtenidos muestran una gran influencia de la corrosión localizada (pequeñas zonas anódicas frente a grandes zonas catódicas) en la predicción del valor de rcrit. Esta influencia sólo puede ser analizada tridimensionalmente. El modelo de FE propuesto se validó utilizando datos de la bibliografía. La originalidad del procedimiento propuesto radica en la consideración de la dirección longitudinal en el análisis, para tener en cuenta la extensión de la zona anódica. El tipo de corrosión tiene una gran dependencia de la relación entre C/L, ocasionando corrosión uniforme para valores entre 0,02 < C/L < 0,1, y originando corrosión localizada para valores entre 0,5 < C/L < 4,0.

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Finite element modeling of concrete cover crack propagation due to non-uniform corrosion of reinforcement

Cited by 67 publications

References 28 publications

Rebar Shape Time-Evolution During a Reinforced Concrete Corrosion Test: An Electrochemical Model

Rebar Shape Time-Evolution During a Reinforced Concrete Corrosion Test: An Electrochemical Model

Concrete Protective Layer Cracking Caused by Non-Uniform Corrosion of Reinforcements

Predicción del agrietamiento inducido por corrosión en hormigón armado mediante modelización por elementos finitos

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