## 5 Conclusions  
In this research, the numerical model was developed using an approach that allowed for a comprehensive understanding of the Python code associated with each modeling step. The model was systematically constructed to facilitate future modifications, enabling the automatic generation of models with altered geometries while adhering to the same modeling strategy. This methodology ensures that, despite variations in a single parameter, all other parameters remain fixed while the model is executed within a consistent environment. The numerical model, constructed using ABAQUS, incorporates advanced features such as geometric nonlinearity and the concrete damage plasticity (CDP), which allow for a \begin{table}
\begin{tabular}{c c} \hline
**Transverse Spacing** & **Concrete Damage Zones** \\ \hline
2d (44 mm) & \\ \hline
3d (66 mm) & \\ \hline
4d (88 mm) & \\ \hline
8d (176 mm) & \\ \hline
10d (220 mm) & \\ \hline \end{tabular}
\end{table} 
Table 8: Concrete damage zones in different transverse spacing variations. detailed simulation the behavior of the structure. The use of the experimental data, material properties, and a refined finite-element approach enhances the reliability and accuracy of the model. The research examines the effect of geometric design parameters, including stud diameter and height, stud head dimensions (diameter and height), and both longitudinal and transverse spacing, on the structural behavior of steel-concrete composite connections. Using the Python-based, parametrically constructed model, the design parameters can easily be modified, without any failure of the modeling process, facilitating a more efficient investigation of their effects. The research demonstrates the significance of changes in the stud diameter in accordance with Eurocode standards and other research. In our study, the issue of stud length was examined, and it was found that its significance is less pronounced when considering the properties of the concrete used in the study. As other researchers have shown with UHPC, smaller h/d ratios were investigated, and the suitability of smaller stud heights was demonstrated. Similarly, in bridge construction, with the applied concrete material model, it was found that stud length has no significant effect on the ultimate load. This holds true even though at lower concrete strengths, as in concrete used in the bridge field, the compressive failure of the concrete zone becomes much more significant. Other stud geometry factors, including stud head diameter and height, were also investigated; however, these did not have a notable effect on the behavior of steel-concrete composite connections. Important investigations were carried out concerning the stud arrangement, which was automatically generated using a Python-based numerical model, thus minimizing modeling errors. The best structural performance was observed at a longitudinal spacing of 13d. At 2d, 3d, and 4d spacings, overlapping effects were observed, significantly reducing performance. This was confirmed by comparing the ultimate load and force-displacement results, and the overlapping effect was also substantiated by comparing concrete damage zones across the variations. The longitudinal spacing was shown with wide variations, considering the precise application of materials used in bridge construction, and their nonlinear material properties with CDP. For transverse spacing, it was observed that reduced stud spacing decreases the probability of slip at the steel-concrete interface, resulting in more effective composite action, minimizing stress concentrations, improving structural performance, and reducing cracking in the concrete slab. Concrete damage zones were visible in different models, clearly indicating that no overlapping effect was observed in the transverse direction. The damage zones formed along the direction of the applied force and were concentrated in the region behind the stud.