Time to surface cracking and crack width of reinforced concrete structures under corrosion of multiple rebars

Abstract

This version is available at https://strathprints.strath.ac.uk/62274/ Strathprints is designed to allow users to access the research output of the University of Strathclyde. Unless otherwise explicitly stated on the manuscript, Copyright © and Moral Rights for the papers on this site are retained by the individual authors and/or other copyright owners. Please check the manuscript for details of any other licences that may have been applied. You may not engage in further distribution of the material for any profitmaking activities or any commercial gain. You may freely distribute both the url (https://strathprints.strath.ac.uk/) and the content of this paper for research or private study, educational, or not-for-profit purposes without prior permission or charge.Any correspondence concerning this service should be sent to the Strathprints administrator: strathprints@strath.ac.ukThe Strathprints institutional repository (https://strathprints.strath.ac.uk) is a digital archive of University of Strathclyde research outputs. It has been developed to disseminate open access research outputs, expose data about those outputs, and enable the management and persistent access to Strathclyde's intellectual output. Concrete cover cracking caused by corrosion of reinforcement is one of major deterioration 11 mechanisms for reinforced concrete structures. In practice, time to surface cracking and crack 12 width evolution are of significance in regards to the assessment of serviceability of reinforced 13 concrete structures. Literature review suggests that, although considerable research has been 14 undertaken on corrosion-induced concrete cracking, little has been focused on corrosion of 15 multiple reinforcing bars, especially by considering the non-uniform corrosion process. In this 16paper, a time-dependent non-uniform corrosion model is established. A cohesive crack model 17 is then formulated to simulate arbitrary cracking in the whole cover of concrete structures. 18Two typical cover failure modes (i.e., "delamination" and "combined delamination and corner 19 spalling") have been simulated under the non-uniform corrosion of multiple reinforcing bars 20 and found dependent on spacing of reinforcement and fracture energy of concrete. The effects 21 of corrosion, geometric and mechanical parameters on the time to surface cracking after 22 corrosion initiation and the crack width evolution are also investigated and discussed. The 23 developed model is partially verified by comparing the results with those from experimental 24 tests on uniform corrosion of multiple reinforcing bars. 25

Meso-scale mixed-mode fracture modelling of reinforced concrete structures subjected to non-uniform corrosion

“…Further, the relationship between maximum corrosion displacement m d , as shown in Figure 1(b), and corrosion degree  can be derived as follows: is the molecular weight of steel divided by the molecular weight of corrosion products. Details of the derived non-uniform corrosion model can be found in the authors' previous studies [8,20] while it is not repeated herein. It should be mentioned that, the non-uniform corrosion model is derived from accelerated corrosion experiments exposed to chloride-rich environment [32].…”

“…For example, Chen and Leung simulated concrete cover cracking by non-uniform corrosion of rebars of different locations within a concrete structure by inserting cohesive elements into predefined crack paths; different displacement boundary conditions were applied on two sides of geometries [19]. Xi and Yang modelled concrete cracking caused by non-uniform corrosion of multiple rebars and found that short spacing between rebars could cause delamination of the whole cover [20]. In most of these models, concrete is considered as a homogenous quasi-brittle material.…”

A stochastic multiscale peridynamic model for corrosion-induced fracture in reinforced concrete

“…From these locations, horizontal cracks initiate and propagate first, but the propagation is constrained by "chains" of aggregate bonds. Once horizontal cracks have grown sufficiently, the loading is similar to bending of a beam: vertical cracks start from the concrete surface because the top concrete surface is under highest tensile horizontal loading, while the rebar top region is under bi-axial compression [91]. Because of this, tensile horizontal stresses at the concrete surface build up and eventually lead to breakage of bonds.…”

Corrosive Environment Assessment and Corrosion-Induced Rockbolt Failure Analysis in a Costal Underground Mine

“…And the temperature has a significant influence on the corrosion rate. According to the theory of reinforcement corrosion in concrete, the higher the temperature is, the larger the corrosion rate of steel bar is [18,19]. The temperature of groundwater in Sanshandao gold mine varies from 35 ∘ C to 45 ∘ C. The deeper the mining depth is, the higher the temperature is.…”