Abstract
Bridges located in cold regions are susceptible to extreme deterioration due to harsh climate conditions. Distressing of girder’s end regions is among the most common damage types in these bridges. This work focuses on addressing this type of damage through the use of a fiber reinforced polymer (FRP) repair scheme. Three-point-bending tests are conducted on the control, damaged, mortar repair and carbon fiber reinforced polymer (CFRP) repair cases of bridge girders that are taken out of service. Test results are analyzed to investigate the effectiveness of FRP to repair precast concrete (PC) girders with damaged end regions. Furthermore, since the damage is mainly localized at girder’s end region where beam theory is invalid, the behavior of FRP repaired end region (D-region) is studied using the strut-and-tie method. Based on the test results, a strut-and-tie model (STM) is proposed to estimate the shear capacity of the girder with the FRP repaired end region. The outcome of the experimental work shows that the FRP laminate repair system is effective in recovering and improving the shear behavior of the girder including both peak force and ductility. The proposed STM can be used to predict the shear capacity of the PC girder with a similar damage pattern to the one considered in this study.
Highlights
The carbon fiber reinforced polymer (CFRP) laminate repair was able to recover most of the initial stiffness
This is mainly because the fiber reinforced polymer (FRP) laminate facilitated for the mortar to get engaged in the shear behavior during the early loading stage, which was not possible the mortar to get engaged in the shear behavior during the early loading stage, which was not with the absence of the FRP laminate in the mortar repair case
The end damage of bridge precast concrete (PC) girders due to the deterioration of concrete material under the influence of deicing material and freeze–thaw cycles jeopardizes the shear resistance of the girders
Summary
Among the most common structural deficiencies in bridges that jeopardizes the integrity and safety of precast concrete (PC) prestressed bridges is the damage of the PC girder’s end regions. Steel corrosion eventually results in the cracking and spalling of concrete Another reason that causes such damage is the freeze-thaw cycles that concrete bridges experience during their service life. Due to the localized nature of this type of deficiency, the damaged region only develops within a few feet from the end of the girder undermining the shear resistance of the girder
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