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Concrete cover cracking with reinforcement corrosion of RC beam during chloride-induced corrosion process
This paper deals with the evolution of the corrosion pattern based on two beams corroded by 14 years (beam B1CL1) and 23 years (beam B2CL1) of conservation in a chloride environment. The experimental results indicate that, at the cracking initiation stage and the first stage of cracking propagation, localized corrosion due to chloride ingress is the predominant corrosion pattern and pitting corrosion is the main factor that influences the cracking process. As corrosion cracking increases, general corrosion develops rapidly and gradually becomes predominant in the second stage of cracking propagation. A comparison between existing models and experimental results illustrates that, although Vidal et al.'s model can better predict the reinforcement corrosion of beam B1CL1 under localized corrosion, it cannot predict the corrosion of beam B2CL1 under general corrosion. Also, Rodriguez's model, derived from the general corrosion due to electrically accelerated corrosion experiments, cannot match natural chloride corrosion irrespective of whether corrosion is localized or general. Thus, for natural general corrosion in the second stage of cracking propagation, a new model based on the parameter of average steel cross-section loss is put forward to predict steel corrosion from corrosion cracking.
Concrete cover cracking with reinforcement corrosion of RC beam during chloride-induced corrosion process
This paper deals with the evolution of the corrosion pattern based on two beams corroded by 14 years (beam B1CL1) and 23 years (beam B2CL1) of conservation in a chloride environment. The experimental results indicate that, at the cracking initiation stage and the first stage of cracking propagation, localized corrosion due to chloride ingress is the predominant corrosion pattern and pitting corrosion is the main factor that influences the cracking process. As corrosion cracking increases, general corrosion develops rapidly and gradually becomes predominant in the second stage of cracking propagation. A comparison between existing models and experimental results illustrates that, although Vidal et al.'s model can better predict the reinforcement corrosion of beam B1CL1 under localized corrosion, it cannot predict the corrosion of beam B2CL1 under general corrosion. Also, Rodriguez's model, derived from the general corrosion due to electrically accelerated corrosion experiments, cannot match natural chloride corrosion irrespective of whether corrosion is localized or general. Thus, for natural general corrosion in the second stage of cracking propagation, a new model based on the parameter of average steel cross-section loss is put forward to predict steel corrosion from corrosion cracking.
Concrete cover cracking with reinforcement corrosion of RC beam during chloride-induced corrosion process
Zhang, Ruijin (author) / Castel, Arnaud (author) / Francois, Raoul (author)
Cement and Concrete Research ; 40 ; 415-425
2010
11 Seiten, 20 Quellen
Article (Journal)
English
elektrochemische Korrosion , Grübchenbildung , Korrosionsprüfung , Langzeitversuch , Lochfraßkorrosion , martensitischer nichtrostender Stahl , örtliche Korrosion , Rissausbreitung , Rissbildung , Rissprüfung , Salzkorrosion , Spannungsrisskorrosion , Stahlbeton , Stahlkorrosion , Träger (Bauwesen) , Vorhersagemodell
| British Library Online Contents | 2010
Chloride-induced reinforcement corrosion and concrete cracking simulation
| Online Contents | 2008
Chloride-induced reinforcement corrosion and concrete cracking simulation
| Online Contents | 2008