Corrosion of Steel Embedded in Fly Ash Mortar Using a Transmission Line Model

Fajardo, S.; Sánchez-Deza, Agustín; Criado, Manuel; Iglesia, Á. La; Bastidas, J. M.

doi:10.1149/2.019408jes

Cited by 9 publications

(6 citation statements)

References 29 publications

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“…Table 3 includes EIS data fitting results with an average relative error <10% for each EEC used and a χ 2 ranging from 2 × 10 −3 to 7 × 10 −4 . A CPE unit is used in place of a C dl due to the non-ideal capacitance behaviour, and its impedance is given by: Z CPE = ( Y ) −1 ( jω ) − n , where Y is the admittance (S cm –2 s 1−n ); ω is the angular frequency (rad s –1 ), j 2 = (−1); and n (−1 < n < +1) is a dimensionless exponent related with surface irregularity and electric field distribution [37,38]. The R s parameter presents a low and constant value (∼65 Ω cm 2 ) see Table 3, indicating a low ohmic drop between the working electrode and the reference electrode in the 3.5 wt.% NaCl supporting electrolyte.…”

Section: Discussionmentioning

confidence: 99%

Corrosion behaviour of resistance-spot-welded high-Mn austenitic TWIP steel

Monrrabal¹,

Jiménez²,

Ress

et al. 2020

Corrosion Engineering, Science and Technology

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High-Mn twinning-induced plasticity (TWIP) steels have been proposed to meet higher passenger safety and crash-safe vehicle frame requirements demanded by the automotive industry. The corrosion behaviour of welded Fe-30Mn-5Al-0.5C-6Cr TWIP steel using the resistance-spotwelding (RSW) technique was studied. Welds showed a microstructure consisting of primary austenite dendrites and interdendritic δ-ferrite in both fusion zone (FZ) and base metal (BM), which is in agreement with an austenitic-ferritic (AF) solidification mode. The results reveal that the refinement of the microstructure in the weld region does not significantly affect the corrosion resistance of this region, having a low corrosion current density of the order of 1 μA cm -2 . It was concluded that Cr-rich second phase particles along the austenite/δ-ferrite interface can lead to Crdepleted zones, increasing pitting corrosion susceptibility. It was found that the minimum Cr content at the Cr-depleted zones is nearly independent of the δ-ferrite volume fraction.

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Section: Discussionmentioning

confidence: 99%

Corrosion behaviour of resistance-spot-welded high-Mn austenitic TWIP steel

Monrrabal¹,

Jiménez²,

Ress

et al. 2020

Corrosion Engineering, Science and Technology

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“…Besides, propagation stage is favor by relative humidity, oxygen and temperature, and is defined by the appearance of the first visible crack on the concrete cover surface, then multiple cracks develop until delamination is found. To quantify the corrosion damage nondestructive electrochemical techniques have been used (Song, 2000;González, 2007;Fajardo et al, 2014).…”

Section: Introductionmentioning

confidence: 99%

Modeling Steel Corrosion Failure in Reinforced Concrete by Cover Crack Width 3D FEM Analysis

et al. 2020

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A new predictive 3D FEM model is proposed using the corrosion damage function by measuring the concrete cover crack width, which is a function of the free concrete cover depth, the steel rebar diameter, the mechanical properties of the concrete, and the length of the anodic zone. A significant aspect to evaluate service lifetime conditions in corroded reinforced concrete structures (RCSs) is the concrete cover crack width. Surface cracks originate due to the pressure exerted by the volume expansion of the corrosion products and oxide layer formed on the rebars. In this work, concrete cover crack width on corroded RCS is analyzed by means of finite element method allowing a corrosion damage model to be proposed. The model obtained was used to find a theoretical relationship between the dissolved steel (corrosion process) and the concrete cover crack width. The results were validated using three experimental data sets from the literature: two corrosion case studies in natural environments and one work covering accelerated corrosion in laboratory test conditions. All the beams were exposed to the simultaneous action of flexural stresses and corrosion. A good correlation was observed between the model and the experimental results, thus supporting reliability of the analytical process and validation of the proposed corrosion damage model.

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“…Reinforced concrete (RC) is one of the most widely used materials in the construction sector because of its versatility, cost and durability. The highly alkaline environment (pH above 12.5) of a good quality concrete leads to the formation of a passive layer on the embedded steel rebar, protecting it from corrosion and assuring a low steel corrosion rate of less than 1.16 μm/year (González et al, 1996;García et al, 2012;Fajardo et al, 2014). However, this protective passive layer can be disrupted when the pH of the concrete pore solution is lowered, e.g.…”

Section: Introductionmentioning

confidence: 99%

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

et al. 2019

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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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Corrosion of Steel Embedded in Fly Ash Mortar Using a Transmission Line Model

Cited by 9 publications

References 29 publications

Corrosion behaviour of resistance-spot-welded high-Mn austenitic TWIP steel

Corrosion behaviour of resistance-spot-welded high-Mn austenitic TWIP steel

Modeling Steel Corrosion Failure in Reinforced Concrete by Cover Crack Width 3D FEM Analysis

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

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