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research findings on concrete-frp interfaces (frp is fiber reinforced polymer) have been widely reported in the literature (e.g., silberman, 2006; van de wiele & van der waals, 1991; kato, 1998; sturm, 1998; khan, 1999; gomes, 2000; arocha & hidalgo, 2002; gomes et al., 2002; vidal et al., 2002). a summary of the experimental results for the stresses applied at concrete-frp interfaces, and their corresponding tensile strains in the frp beam is presented in table 8.2. the tensile strains in the frp beam are expressed in terms of the frp strain to concrete bond strength ratio, f,b, or in terms of the effective frp strain to resist intermediate crack debond, f,d. all frp-concrete bond stress and strain results presented in table 8.2 were obtained by a number of researchers and are referenced in the table. to develop a quantitative database for the performance of anchorage systems for frp-concrete interfaces, the experimental database was used to calculate the effective frp strains to resist intermediate crack debond using the correlation factor presented in table 8.1.
recent research findings have demonstrated that the ultimate strains in frp beams are reduced from those in the plain frp beam (gomes & gomes, 2003) because of the increased concrete compressive strength of the reinforced concrete beam (gomes et al., 2002; vidal et al., 2002). the ultimate strains are also reduced when the frp plate is under tension (behera & gomes, 2007). the frp-concrete bond strength and strain efficiency for each anchorage type, and the corresponding correlation factor are summarized in table 8.3. the effective frp strain to resist intermediate crack debond, f,d, is calculated from the f,b in table 8.2 and f,c in table 8.3 using the correlation factor presented in table 8.1, and the effective frp strain to resist ultimate failure, f,ult, is then calculated from the f,d using the correlation factor presented in table 8.1.
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