## 1 Introduction
[32] studied the optimum spacing and optimal positioning of the steel studs. Recently, [PERSON] et al. [33] investigated the shear performance of GSC embedded in UHPC. Seven sets of push-out tests have been performed, each with different parameters such as stud spacing, stud diameter, and h/d ratio. It was found that the stud diameter significantly affected the shear behavior of GSC, while reducing the stud spacing had minimal effect on shear strength and relative slip. It was observed that decreasing the spacing from 4d to 2.5d resulted in a noticeable decline in the load-displacement performance of the steel-concrete composite connection. The stud aspect ratio had little impact on shear strength or stiffness, with only slight variations in relative slip observed when the aspect ratio decreased from 4.2 to 3.2. The findings indicated that a stud with an aspect ratio of 3.2 is acceptable for GSC embedded in thinner UHPC slabs. [PERSON] et al. [34] investigated the shear performance of grouped-stud connectors, noting that the grouped stud effect is influenced by the overlapping compression-crackingzones within the concrete between the studs. They observed that when stud groups are closely spaced, the reduction in the average shear capacity of individual studs must be considered. If the stud spacing in the direction of load application is less than 13 times the stud diameter, the grouped-stud effect should be incorporated into the design to account for the reduction in shear force capacity. While they observed variations in concrete strength, the authors did not consider these variations to be of significant importance, which aligns with findings presented by [PERSON] et al. [35]. [PERSON] et al. [36] studied the mechanical behavior of steel-UHPC connections, examining factors such as stud configuration, casting method, in-fill material, precast deck strength, and transverse reinforcement ratio. Their push-out tests revealed that while the grouped arrangement of large studs caused only minor reductions in ultimate shear strength compared to individual stud specimens, group effects were more noticeable in the interfacial slip of normal-strength concrete (NSC) specimens. This was likely due to overlapping transverse stresses and splitting tensile cracks. In contrast, UHPC specimens showed minimal damage, with no visible cracks, indicating better confinement of the studs by the surrounding concrete and more efficient load transfer mechanisms. It can be concluded that numerous influential studies have been conducted in this area, investigating the actual performance of steel-concrete composite action. A majority of these investigations utilized both laboratory and numerical testing to uncover new insights, and it is standard practice to validate numerical models through laboratory experiments, resulting in scientifically derived numerical outcomes. In the context of steel-concrete composite connections, the influence of several key factors on connection performance has been systematically examined, including stud geometry such as length, diameter, and their ratios; stud material; stud positioning; concrete compressive strength and stiffness; consideration of different nonlinear material models for concrete; and the role of transverse reinforcement on the connection behavior. Based on the most important papers in this field, it can be stated that the laboratory and various numerical modeling of individual factors were typical, where the effect of each parameter was examined using traditional, manual modeling methods. In numerical modeling, the development of a new model for each parameter adjustment is often a time-intensive process due to the intricate nature of the modeling procedures, which also increases the potential for errors. The present study utilized Abaqus to develop a FE model, assembled through a Python script. This approach allows for the free selection and modification of key parameters, including the geometry, size, and position of each partition.