## 3 Test Results and Discussion
### Crack Pattern and Failure Modes  
Figure 7a,b present various perspectives of the exhibited crack pattern in specimen B-1 after failure. The initial crack was detected on the front side of the barrier wall at the junction with the deck at a jacking load of 60 kN. Subsequently, a flexural crack emerged at the intersection just above the interface of the two tapered sections on the front side of the barrier wall at a jacking load of 85 kN. As loading continued, flexural cracks initiated at the barrier-deck junction when the load reached 100 kN. Although these flexural cracks at the barrier-deck junction extended deeper into the barrier thickness with increased loading, a sudden concrete breakout occurred at the embedded end of the GFRP bar at a load of 140 kN on both sides of the barrier wall. These breakout cracks propagated towards the top surface of the solid slab and the back face of the barrier wall under higher loads until the barrier could no longer withstand a jacking load exceeding 168.63 kN. To assess the damage to the bar head, the concrete surrounding the outer-headed bar was removed using a drill hammer, as illustrated in Figure 7c. Figure 7d shows the bar head with a fractured section at its largest diameter. Specimen B-2 represents a barrier wall connected to a non-deformable concrete slab at the end location. The crack patterns observed in the tested specimen postfailure are illustrated in Figure 8a,b. The initial flexural crack became apparent on the front side of the barrier wall at the junction with the deck at a jacking load of 60 kN. Additional flexural cracks emerged above the junction of the tapered sections on the front side of the barrier wall at a jacking load of 80 kN. As the load increased, significant flexural cracking was noted in the tapered area of the barrier. At a jacking load of 140 kN, flexural cracks at the barrier-deck junction extended deeper into the barrier, indicating signs of flexural failure. However, a sudden diagonal shear failure in the concrete was observed in the upper tapered section of the barrier wall, initiating from the point of load application, at a jacking load of 170 kN on both sides of the barrier wall, as shown in Figure 8a,b. It is important to highlight that the diagonal shear crack extended through the thickness of the barrier to its rear side, resulting in concrete plugging and spalling, as illustrated in Figure 8c. The barrier was able to withstand loads up to 182.63 kN. Figure 7: Views of the crack pattern after failure for specimen B-1: (**a**) Right side concrete breakout; (**b**) Left side concrete breakout; (**c**) Failure of the specimen after jack hammering; (**d**) Close-up view of failed headed GFRP bar after jack hammering concrete at barrier-deck junction. Figure 9a,b illustrate various perspectives of the crack pattern observed in specimen B-3 after failure. The initial flexural crack was detected at the junction of the tapered sections on the front side of the barrier wall, as well as at the barrier-deck interface and the fixed end of the deck slab at jacking loads of 80 kN and 60 kN, respectively. As the load increased, these flexural cracks extended further, accompanied by additional flexural cracks within the deck slab and barrier wall, as depicted in Figure 9a,b. While flexural cracks were noted in both the barrier wall and the deck slab, a sudden diagonal tension crack emerged in the deck slab at a jacking load of 90 kN. Cracks continued to propagate until the barrier could no longer withstand a jacking load exceeding 129.64 kN. Specim B-4 represented the end location of a barrier wall supported by a deck slab overhang. The crack patterns of the tested barrier specimen following failure are illustrated in Figure 9c,d. The first flexural crack was observed at the intersection of the tapered portions of the front side of the barrier wall as well as at the barrier-deck junction and at the deck slab fixed end at 50 kN jacking load.