## 1 Introduction  
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. This type of damage is typically in the form of cracking and spalling of concrete cover and corrosion of the steel reinforcement as shown in Figure 0(a). One reason that contributes to this type of damage in PC prestressed girders is the failure of expansion joints allowing deicing material to leak through the joint onto the concrete girders, which causes the deterioration of concrete and corrosion of steel reinforcement. 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.  
As a quick fix for such a problem, mortar is commonly utilized to replace the damaged concrete and restore the original shape of the PC girder as shown in Figure 1b. However, the effectiveness of mortar repair to restore the shear capacity of the damaged end of a full-scale PC prestressed girder remains unknown. Recently, fiber reinforced polymer (FRP) composites have been widely used as repair material for damaged structures. Studies have shown that externally bonded FRP laminates could effectively repair and strengthen concrete bridge girders with shear deficiency [1; 2; 3; 4; 5; 6; 7].  
Due to the nature of the distress mechanism, the damaged area is mostly concentrated at the end region. As a result, understanding the shear behavior of damaged PC prestressed beams under loads applied near the support (i.e., with small shear span-to-depth (a/d) ratio) is critical. Among all the published work, to the best of the author's knowledge, only [PERSON] and [PERSON] [8] and [PERSON] and [PERSON] [9] focused on investigating the behavior of PC girders with damaged then repaired end regions under small a/d ratios. However, in [PERSON] and [PERSON]'s study [9], the damage sustained by the specimens was load induced, which does not realistically represent the damage typically observed in the field due to deterioration. Further, [PERSON] and [PERSON] [8] used in their study reduced-scale beam specimens and assumed that the damage is localized at the web only ignoring the impact of flange damage.  
Due to the limited number of published studies related to this problem, there is still a need to understand experimentally the effectiveness of using FRP laminates in repairing the end regions of full-scale PC prestressed girders, especially under loads applied near the support (i.e., small a/d ratio). That said, to analyze the response of repaired beams analytically, and since the damage is localized at the end region of the beam, i.e., D-region, the use of the strut-and-tie model (STM) is warranted [10; 11]. Many studies have shown the applications of STM to analyze the strengthening effect from FRP laminates [12; 13; 14; 15; 16; 17; 18]. However, STM has yet to be used to analyze the distressed end region of PC prestressed girder repaired by FRP laminate. This paper addresses the previously described knowledge gaps through: (1) performing tests on full-scale girders damaged then repaired using FRP laminates, and (2) develop and validate STM model for analyzing PC girders with damaged then FRP repaired end regions.