Simulation and analysis of corrosion fracture of reinforced concrete based on phase field method

Xu, Wenqiang; Zhang, Caihong; Liu, Haiyang; Cao, Kaizhong; Yang, Jialing; Wang, Xusheng; Tian, Wei

doi:10.1016/j.cscm.2022.e01366

Cited by 4 publications

(6 citation statements)

References 54 publications

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“…A concrete sample (1) made of C2 concrete containing a metal reinforcing bar (2) was placed on a titanium mesh (3) in a container (4) with a mixture of water and salt (3% NaCl salt concentration) (5) in a way that prevented it from coming into contact with the bar. Electric wires (6) were connected to the end of the titanium mesh covered with a layer of platinum and to the metal reinforcing bar, connected to a power source (potentiometer) (7) with a voltage of 30 V. The electrolysis carried out in this way was intended to lead to a faster corrosion process of the reinforcing bar, resulting in the cracking of the sample. The entire experiment lasted about 3 weeks, and the sample monitoring process was carried out using two webcams (one placed in a top view (8) and the other directed at the place of the expected sample crack ( 9)).…”

Section: Accelerated Corrosion Process Methodsmentioning

confidence: 99%

“…The concrete sample (4) was immersed in tap water (5) to ensure electrical contact for all electrodes in the system. Throughout the study, changes in the sample's surface were documented using a camera (6), capturing images at 3-day intervals-Figure 3. After performing two series of charging by the migration method and consecutive LPR measurements, the profile of chloride ion concentration in concrete was determined in one of the tested samples (after 2 weeks of migration).…”

Section: Accelerated Process Of Corrosionmentioning

confidence: 99%

“…The concrete sample (4) was immersed in tap water (5) to ensure electrical contact for all electrodes in the system. Throughout the study, changes in the sample's surface were documented using a camera (6), capturing images at 3-day intervals-Figure 3. The employment of direct current markedly expedites the experimental timeline.…”

Section: Accelerated Process Of Corrosionmentioning

confidence: 99%

“…When the value of these stresses exceeds the tensile strength of the concrete, cracks will appear. This may subsequently lead to the destruction of the concrete cover [ 5 , 6 ]. It is known, however, that under certain favorable conditions, especially in very wet concrete, some of the corrosive products can be released from the surface of the reinforcing bars, thus partially alleviating the tensile stresses around the reinforcing bar [ 7 ].…”

Section: Introductionmentioning

confidence: 99%

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The Influence of Corrosion Processes on the Degradation of Concrete Cover

Szweda,

Skórkowski,

Konečný

2024

Materials

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In this work, two methods were used to accelerate the corrosion of concrete. In the first method, chloride ions were injected into the concrete using the migration method. The moment of the initiation of the corrosion process was monitored using an electrochemical method of measuring polarization resistance. In the next step, the corrosion process was accelerated by the electrolysis process. Changes on the sample surface were also monitored using a camera. In the second method, the corrosion process of the reinforcing bar was initiated by the use of the electrolysis process only. Here, changes occurring on the surfaces of the tested sample were recorded using two web cameras placed on planes perpendicular to each other. Continuous measurement of the current flowing through the system was carried out in both cases. It was assumed that in conditions of natural corrosion, a crack would occur when the sum of the mass loss of the reinforcing bar due to corrosion reached the same value in tcr(real) (real time) as it reached in the tcr (time of cracking) during the accelerated corrosion test. The real time value was estimated for C1 concrete with cement CEM I. The estimated value was tcr(real) = 1.1 years and for C2 concrete with cement CEM III, tcr(real) = 11.2 years. However, the main difference that was observed during the tests was the nature of the concrete cracks. In the case of the C1 concrete sample, these occurred along the reinforcing bar, while in the C2 concrete, the failures occurred on a perpendicular plane transverse to the direction of the reinforcing bar.

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Section: Accelerated Corrosion Process Methodsmentioning

confidence: 99%

Section: Accelerated Process Of Corrosionmentioning

confidence: 99%

“…The concrete sample (4) was immersed in tap water (5) to ensure electrical contact for all electrodes in the system. Throughout the study, changes in the sample's surface were documented using a camera (6), capturing images at 3-day intervals-Figure 3. The employment of direct current markedly expedites the experimental timeline.…”

Section: Accelerated Process Of Corrosionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 2 more Smart Citations

The Influence of Corrosion Processes on the Degradation of Concrete Cover

Szweda,

Skórkowski,

Konečný

2024

Materials

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“…The propagation of the cracks caused by corrosion has been analyzed, for instance, in [ 36 , 37 , 38 , 39 , 40 , 41 , 42 ]. A part of the research considers a single rebar corroding due to rust uniformly distributed on the reinforcement surface.…”

Section: Introductionmentioning

confidence: 99%

Cracking in Reinforced Concrete Cross-Sections Due to Non-Uniformly Distributed Corrosion

German,

Pamin

2023

Materials

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Corrosion affecting reinforced concrete (RC) structures generates safety and economical problems. This paper is focused on the simulation of corrosion-induced fractures in concrete, whereby non-uniform corrosion growth is taken into account. In particular, the volumetric expansion of rust accumulated around reinforcement bars causes cracking of the surrounding concrete. This phenomenon is simulated using the finite element (FE) method. In the analyses, concrete is described as a fracturing material by using a damage–plasticity model, steel is assumed to be elastic–plastic and rust is modeled as an interface between concrete and steel. The behavior of corrosion products is simulated as interface opening. Two-dimensional FE models of RC cross-sections with 2, 4 or 6 reinforcing bars are considered. Crack formation and propagation is examined. Moreover, interactions between cracks and patterns of possible failure are predicted. The most developed and complex crack pattern occurs around the side reinforcing bar. Conclusions concerning the comparison of results for uniform and non-uniform corrosion distribution as well as the prediction of concrete spalling are formulated.

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