In this study, the authors reviewed and compared the existing researches on debonding performance of FRP-Concrete Interface under direct shear firstly. Following that, two determinants of the debonding ultimate bearin...In this study, the authors reviewed and compared the existing researches on debonding performance of FRP-Concrete Interface under direct shear firstly. Following that, two determinants of the debonding ultimate bearing capacity of FRP-Concrete Interface under pure shear are introduced into this study, namely fracture-resisting force at the undamaged area and friction stress transferred along the already debonded surface. The authors deduced the formulae on fracture energy for FRP-Concrete Interface and obtained the values for fracture energy and friction stress at FRP-Concrete Interface based on the experimental results of eight specimens of FRP-Concrete Interface. On the basis of theoretical frame mentioned above, the authors concluded that the friction-resisting stress transferred along the deteriorated bi-material interface is independent of length of FRP bonded onto concrete substrates and concrete strength, but it relies on the tension rigidity （i.e., the layers of the bonding FRP, it is found that the friction stress declines substantially while the layers of FRP increases bonded to concrete substrate）. On the contrary, cohesive fracture energy is dependent on length of FRP bonded to concrete substrate and the tension stiffness of bi-material interface. In addition, the percentage of the fracture-resisting force in the ultimate debonding load at the interface decreases with the bonding length of FRP increasing, but increases with the increase of the layers of the FRP.展开更多
文摘In this study, the authors reviewed and compared the existing researches on debonding performance of FRP-Concrete Interface under direct shear firstly. Following that, two determinants of the debonding ultimate bearing capacity of FRP-Concrete Interface under pure shear are introduced into this study, namely fracture-resisting force at the undamaged area and friction stress transferred along the already debonded surface. The authors deduced the formulae on fracture energy for FRP-Concrete Interface and obtained the values for fracture energy and friction stress at FRP-Concrete Interface based on the experimental results of eight specimens of FRP-Concrete Interface. On the basis of theoretical frame mentioned above, the authors concluded that the friction-resisting stress transferred along the deteriorated bi-material interface is independent of length of FRP bonded onto concrete substrates and concrete strength, but it relies on the tension rigidity （i.e., the layers of the bonding FRP, it is found that the friction stress declines substantially while the layers of FRP increases bonded to concrete substrate）. On the contrary, cohesive fracture energy is dependent on length of FRP bonded to concrete substrate and the tension stiffness of bi-material interface. In addition, the percentage of the fracture-resisting force in the ultimate debonding load at the interface decreases with the bonding length of FRP increasing, but increases with the increase of the layers of the FRP.
