Corrosion of Epoxy-Coated Rebar in Marine Bridges—Part 2: Corrosion in Cracked Concrete

Lau, Kingsley; Sagüés, Alberto A.; Powers, Rodney G.

doi:10.5006/1.3452398

Cited by 19 publications

(11 citation statements)

References 13 publications

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“…In addition, field surveys on corrosion performance of RC members constructed with epoxy-coated reinforcing bars were also investigated [11][12][13][14][15][16][17][18][19][20][21][22]. Although the first evidence of unsatisfactory field performance of epoxy-coated bars emerged in 1986 in bridges of the Florida Keys [12], many field investigations reported good performance of the epoxy-coated bars.…”

Section: Introductionmentioning

confidence: 99%

Influence of external loading and loading type on corrosion behavior of RC beams with epoxy-coated reinforcements

Wang

Chen

Gao

et al. 2015

Construction and Building Materials

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Section: Introductionmentioning

confidence: 99%

Influence of external loading and loading type on corrosion behavior of RC beams with epoxy-coated reinforcements

Wang

Chen

Gao

et al. 2015

Construction and Building Materials

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“…A limitation, however, is that this analysis method does not consider presence of concrete shrinkage cracks, which provide paths for relatively rapid chloride ingress. However, Lau et al, 47 have proposed an initial modeling formulation that projects the role of concrete cracks in facilitating reinforcement corrosion and subsequent spalling. Such cracking can be controlled, however, by use of SRA (shrinkage reducing admixtures) 48 or appropriate concrete placement and curing procedures 49 (or both).…”

Section: Resultsmentioning

confidence: 99%

Service Life Projection for Chloride-Exposed Concrete Reinforced with Black and Corrosion-Resistant Bars

Hartt¹

2012

Corrosion

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Corrosion-induced deterioration of reinforced concrete is a pervasive problem internationally. In response to this, an equation has been derived whereby the fraction of electrochemically independent reinforced concrete elements within which corrosion-caused damage has resulted after a given exposure time is calculated. The approach considers that all relevant variables conform to some distribution rather than being discrete, as is now known to be the case. These variables are (1) surface Clconcentration, (2) the effective Cldiffusion coefficient, (3) concrete cover, and (4) the critical Clconcentration threshold to initiate corrosion. Upon inputting (1) distribution parameters for the above variables, (2) the critical reinforcement corrosion loss to cause concrete damage, and (3) the average corrosion rate over the exposure period and numerically integrating, the fraction of elements that has experienced cracking/delamination after the selected time was determined. Upon repeating the calculation for incremental times, a cumulative distribution function plot for the occurrence of (1) corrosion initiation and (2) cracking/delamination was constructed. Example results are provided for concrete reinforced with both black bar and select corrosion-resistant reinforcements. The approach provides an improved tool for materials selection, service life projection, and maintenance planning.

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“…Findings are detailed in the companion Part 2 paper. 8 As in the Group 4 bridges described in the next section, the ITB substructure concrete has a paint coating extending down to the high tide level. Only minor concrete cracking, <0.2 mm, was observed.…”

Section: -5mentioning

confidence: 98%

“…19 Any evidence of preferential chloride penetration through cracks was obscured due to the high chloride bulk diffusivity prevalent at the sea splash locations examined; chloride penetration profiles were not well differentiated between cracked/uncracked concrete core pairs. [5][6]8 Group 3 Bridges -Detailed results given in references 5 and 6 are summarized in the following.…”

Section: -5mentioning

confidence: 99%

“…The performance of ECR at cracked concrete locations is addressed in further detail in a companion Part 2 paper. 8 Bridge Information Table 1 lists the structures initially affected as well as additional bridges recently investigated, con-struction information, and the nomenclature used here. Bridges 7MI, NIL, and INK were built with drilled shafts supporting columns with connecting struts.…”

Section: Introductionmentioning

confidence: 99%

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Corrosion of Epoxy-Coated Rebar in Marine Bridges—Part 1: A 30-Year Perspective

Sagüés¹,

Lau²,

Powers³

et al. 2010

CORROSION

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The corrosion performance over a nearly 30-year service period of epoxy-coated rebar (ECR) in Florida marine bridges is presented. Severe ECR corrosion was noted earlier in several of those bridges, built with relatively high permeability concrete. Corrosion development took place later in some other structures with less permeable concrete, with instances where the corrosion was associated with preexisting cracks. Corrosion was found to be associated with coating imperfections and coating disbondment. Laboratory experiments and modeling indicated that macrocell coupling with remote cathodes was an aggravating factor. Quantitative damage functions relating the observed deterioration with service time of the affected bridges are presented. A predictive corrosion initiation-propagation model was developed and the model output is compared with the field results to identify suitable parameters for forecasting future rehabilitation needs. The prognosis for future corrosion development is discussed, with attention to corrosion of ECR in otherwise low-permeability concrete with preexisting cracks or local deficiencies.

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Corrosion of Epoxy-Coated Rebar in Marine Bridges—Part 2: Corrosion in Cracked Concrete

Cited by 19 publications

References 13 publications

Influence of external loading and loading type on corrosion behavior of RC beams with epoxy-coated reinforcements

Influence of external loading and loading type on corrosion behavior of RC beams with epoxy-coated reinforcements

Service Life Projection for Chloride-Exposed Concrete Reinforced with Black and Corrosion-Resistant Bars

Corrosion of Epoxy-Coated Rebar in Marine Bridges—Part 1: A 30-Year Perspective

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