## 7 Response of the Skewed Bridge  
The analyses of the bridge response have been extended to the mid-span load-deflection and shear-slip curves in the studs along the bridge with skew angles of \(0^{\circ}\), \(45^{\circ}\), and \(60^{\circ}\). In particular, the elastic-plastic behavior of the shear connectors is used in the FE model. In Figure 10, the load-displacement is shown; the skewness gives a stiffer behavior, and the ultimate load increases. Due to the negative bending moment at the support, born for the skewness, a reduction of 6% of the positive one occurs in the span; it means that a good performance can be realized if failure at the support does not happen due to buckling of the steel bottom flange in compression. The response of the three beams of the deck becomes more different with a skewness of \(60^{\circ}\). Figure 8: Load–deflection behavior of bridges with a linear concept of design. Figure 9: Longitudinal distribution of shear and slip of studs for ductile and linear concepts of connection. Figure 11-14 show the longitudinal shear and slip curves, illustrating the bridge's performance in two key scenarios: when load-deflection curves approach the nonlinear threshold and when they reach the critical failure point, typically associated with concrete failure. While the required maximum slip remains relatively consistent in the linear range, a shift occurs among the three beams of the deck as the behavior turns nonlinear. Figure 11: Longitudinal slip along the bridge at the threshold of being nonlinear load–deflection (point 1 in Figure 10). For the beams defined in Figure 2: (**a**) for the beam A, (**b**) for the beam, (**c**) for the beam C.  
The model allows for the assessment of shear and slip distribution in the studs along the deck. Figures 11 and 12 show the slip in the studs along the three beams (A, B, and C) for two steps: the nonlinear threshold and slip = 10 mm at the end. Meanwhile, Figures 13 and 14 present the shear in the three beams (A, B, and C) for these steps. As observed when the general behavior of the bridge becomes nonlinear (Figures 11 and 12), the slip of the models with skewness, compared to the symmetric model, can be different. On one edge, the values are greater than on the other edge. The same situation occurs for shear stresses (Figures 13 and 14). In other words, the slip and shear distribution along the beam also demonstrate a change in trend once the linear slip behavior is overcome. Furthermore, the introduction of a skew angle in the bridge shifts the point of the three beams where the shear and slip values are zero. Consequently, changes occur in the distribution of shear and slip along the bridge deck. As the skew angle increases, shear forces tend to concentrate more towards the longer side of the bridge, resulting in uneven shear distribution along the deck. This phenomenon leads to localized regions with higher shear and slip requirements, potentially affecting the overall structural integrity and load-carrying capacity of the bridge. Therefore, a thorough understanding of the influence of the skew angle on shear and slip distribution is important for accurately assessing the structural response and safety of skewed composite bridges. In Figures 15 and 16, the response of the studs of each beam is shown for a skewness of 45\({}^{\circ}\). Figure 12: Longitudinal slip along the bridge with a maximum slip of 10 mm (point 2 in Figure 10), for the beams defined in Figure 2: (**a**) for the beam A, (**b**) for the beam, (**c**) for the beam C.  
Figures 15 and 16 illustrate the distribution of slip (depicted in Figures 15a and 16a) and shear (shown in Figures 15b and 16b) for the headed studs in the beams of the deck with skewness angles measuring 45\({}^{\circ}\) and 60\({}^{\circ}\). The behavior of the three steel beams (A, B, and C) differs, with beam A exhibiting the highest values, beam C the lowest, and beam B showing an intermediate behavior. It is noticeable that as the skewness increases, the distribution of the various beams becomes much different.