## 4 Results
### Parametric Analysis of the Failure Load
The EC2 STM and PCI calculations demonstrated that the design methods evaluate failure loads with higher reserves. Figure 14: Comparison of varying \(l_{s}/l_{d}\) ratios on the failure load. Figure 15: Comparison of varying \(l_{s}/l_{d}\) ratios on the failure load when the reinforcement is prestressed. A comparison of the impact of the \(l_{s}/l_{d}\) ratio on the bearing capacity between the prestressed reinforcement model and the non-prestressed one is shown in Figure 15. The results show that at boundary ratio values, prestressing had an impact on the bearing capacity. When the ratio was smallest, i.e., \(l_{s}/l_{d}=0.20\), the bearing capacity decreased by 2.03%. When the ratio was equal to 0.8, the bearing capacity decreased more, or about 3.27%. The fourth parameter studied was the concrete strength \(f_{c}\). The results are shown in Figures 16 and 17. The primary distinction between the behavior of the numerical model and the analytical calculations is that the bearing capacity did not cease to increase in the numerical model as the concrete strength rose. This is attributed to the fact that the yield strength of the shear reinforcement was not reached in the numerical model. This observation is corroborated by Figure 17, which illustrates that the increase in shear reinforcement quantity did not enhance the bearing capacity beyond the 570.64 mm\({}^{2}\) amount. This increase in the bearing capacity of the non-prestressed numerical model can be divided into two parts. At lower concrete strengths, its influence was significantly greater than when the corresponding strength value was reached, which was between 25 MPa and 33.7 MPa. Beyond this point, the bearing capacity increased less significantly and practically in a linear relationship. The results of the non-prestressed beam analyzed with the PCI and Wang et al. analytical methods indicate that concrete strength was not the limiting parameter of the bearing capacity in this dapped-end configuration. The determined failure mode for these methods (shown in Figure 3) did not take into account the influence of the concrete's strength. EC2 analytical methods indicate that the concrete's strength had a significant impact on bearing capacity at lower concrete strengths, which is in alignment with the behavior observed in the numerical model. The effect of prestressed reinforcement is shown in Figure 10.0 At lower concrete strengths, the prestressing had a significant impact on the bearing capacity. The lower the concrete strength, the more sensitive the element was to prestressing. The largest decrease in the numerical model was observed when the concrete strength was at 20 MPa, leading to a 4.01% decrease in bearing capacity compared to non-prestressed. The effect became less significant when the concrete strength was increased by 5 MPa, resulting in a 1.74%  
Figure 10.1 Comparison of varying concrete strengths on the failure load. reduction in failure load. With higher concrete strength, the impact of prestressing on the bearing capacity became negligible, as shown in the results. The fifth parameter analyzed was the amount of shear reinforcement \(A_{\mathit{vh}}\). The results are presented in Figures 18 and 19. Figure 10.2 Comparison of varying concrete strengths on the failure load when the reinforcement is prestressed. Figure 10.3 Comparison of varying cross-section areas of shear reinforcement on the failure load. The results show that there is a threshold of shear reinforcement quantity beyond which the bearing capacity no longer increases. The key difference between the numerical model and the analytical calculations is that, when the shear reinforcement is low, the analytical methods did not accurately evaluate that the longitudinal and horizontal reinforcements take over the forces that would have been carried by the shear reinforcement. The [PERSON] et al. method most closely represents the behavior of the non-prestressed numerical model. Figure 19 illustrates the effect of prestressed reinforcement on the bearing capacity.