FRP-to-concrete interfaces between two adjacent cracks: Theoretical model for debonding failure

• Published in: International journal of solids and structures Vol. 43; no. 18; pp. 5750 - 5778
• Main Authors: Teng, J.G., Yuan, H., Chen, J.F.
• Format: Journal Article
• Language: English
• Published: Elsevier Ltd 01.09.2006
• Subjects: Bond; Bond-slip model; Concrete; Debonding; FRP; Interface; Interfacial stress; Strengthening; Strengthening; Bond-slip model; Debonding; FRP; Concrete; Bond; Interface; Interfacial stress
• DOI: 10.1016/j.ijsolstr.2005.07.023
• ISSN: 0020-7683

External bonding of fibre reinforced polymer (FRP) composites has become a popular technique for strengthening concrete structures all over the world. The performance of the interface between FRP and concrete is one of the key factors affecting the behaviour of the strengthened structure. Existing laboratory research has shown that the majority of reinforced concrete (RC) beams strengthened with a bonded FRP soffit plate fail due to debonding of the plate from the concrete. Two types of debonding failures have been commonly observed: plate end debonding and intermediate crack induced debonding. In order to understand and develop methods to predict such debonding failures, the bond behaviour between concrete and FRP has been widely studied using simple shear tests on FRP plate/sheet-to-concrete bonded joints and a great deal of research is now available on the behaviour of these bonded joints. However, for intermediate crack induced debonding failures, the debonding behaviour can be significantly different from that observed in a simple shear test. Among other factors, the most significant difference may be that the FRP plate between two adjacent cracks is subject to tension at both cracks. This paper presents an analytical solution for the debonding process in an FRP-to-concrete bonded joint model where the FRP plate is subject to tension at both ends. A realistic bi-linear local bond-slip law is employed. Expressions for the interfacial shear stress distribution and the load–displacement response are derived for different loading stages. The debonding process is discussed in detail. Finally, results from the analytical solution are presented to illustrate how the bond length affects the behaviour of such bonded joints. While the emphasis of the paper is on FRP-to-concrete joints, the analytical solution is equally applicable to similar joints between thin plates of other materials (e.g. steel and aluminium) and concrete.