Composite Action of Pre-Cracked Reinforced Concrete Beams Repaired With Adhesive Bonded Steel Plates. (June 2018)

• Record Type: Journal Article
• Authors: Ngidi, Sandile D.; Dundu, Morgan
• Is Part Of: Structures. Volume 14(2018)
• Page Start: 400
• Page End: 408
• Publication Date: 2018-06
• Subjects: Flexural strength -- Pre-cracked reinforced concrete beams -- Repairing -- Steel plates -- Width-to-thickness ratio -- De-bonding; Structural engineering -- Periodicals; 624.1
• DOI: 10.1016/j.istruc.2018.04.005
• Languages: English
• ISSNs: 2352-0124

Abstract

Abstract: Previous studies demonstrated that significantly cracked beams can be repaired by bonding steel plates, however, there is a lack of comprehensive information about the effect of the width-to-thickness ratio of steel plates on repaired composite beams, and the use of thicker plates to repair failed RC beams. This paper presents an assessment of the performance of pre-cracked reinforced concrete beams repaired with adhesive bonded steel plates, of varying width-to-thickness ratio, at the soffit. A total number of 12 beams were tested under a two-point static loading. Group 1 consisted of two control specimens, Group 2 comprised of five beams that were pre-cracked to 60% (serviceability load), and Group 3 consisted of another five beams that were pre-cracked to 85% of the ultimate load. Subsequently, the pre-cracked beams were repaired by bonding steel plates of 6 mm thickness and 75–175 mm widths, which varied in increments of 25 mm. Externally bonding steel plates to pre-cracked reinforced concrete beams increased their load capacities by >100%, compared to the control beams. Except for specimen PB60-175, there is generally increase in the capacity of the repaired beams with increase in the width-to-thickness ratio of the steel plates. Beams that were pre-cracked at a lower load level (serviceability load) reached higher strengths than the beams that were pre-cracked at a higher load level (85% of the ultimate load capacity). In all tested beams, the experimental moment of resistance did not reach the code-predicted moment of resistance, calculated using EN 1992-1-1.