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• W1490201384 abstract "The research presented here is a comparative study of the static and fatigue performance of reinforced concrete beams retrofit with three different commercially available methods of flexural strengthening using Carbon Fiber Reinforced Polymer (CFRP) materials, i.e.,: Conventional Adhesive Applied (CAA), Near Surface Mounted (NSM), and Powder Actuated Fastened (PAF). Both small-scale and full-scale beam were investigated. The small-scale beams spanned 4,572 mm (180 in.) and measured 254 mm (10 in.) deep and 152 mm (6 in.) wide. Ten small-scale beams were investigated. Nine of the beams were strengthened with CFRP composites and the remaining specimen was used as a control specimen. Of the ten specimens, six strengthened specimens were tested under cyclic loading conditions. Four specimens, three retrofit and one control, were tested monotonically to failure. Results from the small-scale experimental study indicated that all three of the methods of Fiber Reinforced Polymer (FRP) application investigated resulted in significant strength increases over the control specimen under monotonic conditions. Concrete crushing was the primary failure mode for all of the monotonic specimens, with the exception of the CAA specimen which failed through midspan debonding. Additionally, the test findings point to the fact that the CAA method was outperformed by the other methods under cyclic conditions. Results and observations from this study also indicated that the NSM and PAF applications exacerbate a potentially weak splitting plane around the level of the internal reinforcement due to the termination of the fasteners (PAF) and the FRP (NSM) at this location. Further discussion pertaining to the practicality, performance, and cost is presented for each of the methods of retrofit examined within this study. Eight full-scale reinforced concrete bridge girders having three different carbon FRP (CFRP) retrofit systems were tested under both monotonic and fatigue loads. Analytical models for predicting debonding failure were evaluated for their ability to capture experimentally observed behavior and were used to develop an understanding of the parameters affecting the midspan debonding mechanism and how such debonding failures can be mitigated. Additionally, a finite element (FE) model was used in a parametric study intended to investigate the state of stress at the crack tip as a midspan debonding crack propagates along the FRP-concrete interface. Through this investigation it was intended to provide analytical verification of the assumed interface crack behavior and to attempt to correlate this behavior with a practical benchtop debonding test. Results of this study indicate that all three CFRP flexural strengthening measures employed were sufficient to allow the girders to carry the current HS25 design load with little nonlinear deformation. Under cyclic loads, the durability of the bond was observed to degrade. Midspan debonding failure can be predicted using the intermediate crack induced debonding models provided they account for the ratio of FRP plate to substrate width and loading and specimen geometry. Finally, the state of stress at an interface crack tip in a reinforced beam under flexural testing is dominated by shear stresses. This is contrary to the behavior obtained in using the modified double cantilever beam (MDCB) test method, where a mixed mode behavior dominated by peel stresses has been observed. Therefore, to be able to use such tests to study the bond behavior in a real structure would require a change in the set up so that the shear stresses become dominant." @default.
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• W1490201384 date "2005-08-01" @default.
• W1490201384 modified "2023-09-26" @default.
• W1490201384 title "Flexural Retrofit of Bridges Using CFRP Systems Volume I Bridge Girders" @default.
• W1490201384 hasPublicationYear "2005" @default.
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