## 2 Finite Element Simulation  
### Test Specimens  
The slabs (S1, S2, S3, S4, S7, and S8) were tested as described by [PERSON] et al. (1998), and the information on the experimental specimens is shown in Table 1. The upper and lower ends of the column were completely fixed, the slab edge was free, and the load was directly applied near the slab edge in these full-scale isolated slab-column joints. Controlling the magnitude of the force applied on each side, as shown in Figure 3c,d, allows for either concentric or eccentric loading. Four jacks, each connected to a loading beam, applied downward force to two shims on each side of the slab. A schematic diagram of eccentric loading can be found in Figure 3d. In the east-west direction, the forces were equal in magnitude. The north and south forces were 0.4 P and 0.1 P, respectively. The total load applied to the plate is denoted by the letter P. Punching shear damage was present in all of the slabs.  
\begin{table}
\begin{tabular}{c c c c c c c c c} \hline \hline \multirow{2}{*}{**Specimen**} & **Type** & \multicolumn{2}{c}{**Concrete**} & \multicolumn{2}{c}{**Flexural Reinforcement**} & \multicolumn{3}{c}{**Shear Studs**} \\ \cline{2-9}  & **of** & **Load\({}^{1}\)** & \(f_{c}\), MPa** & \(f_{y}\), MPa & \(E_{s}\), GPa & \(\rho\) (\%) & **Studs\({}^{2}\)** & \(f_{ys}\), MPa & \(E_{ss}\), GPa \\ \hline S1 & C & 48.3 & & & 1.46 & & \\ \hline S3 & E & 50.3 & & & 1.46 & & \\ \hline S2 & C & 49.4 & & & 1.48 & & \\ \hline S4 & E & 49.2 & & & 1.48 & & \\ \hline S7 & C & 48.9 & & & 1.48 & & \\ \hline S8 & E & 48.4 & & & 1.47 & & \\ \hline \hline \end{tabular} \({}^{1}\) C: concentric loading, E: eccentric loading. \({}^{2}\) The number after \(\oslash\) indicates the diameter of the stud (mm), while the number after \(\times\) indicates the number of studs in a row.  
\end{table}
Table 1: Characteristics of the [PERSON] et al. test slabs.  
Figure 3: _Cont._The six square plates used in this paper had a side length of 2500 mm and a thickness of 180 mm, with an effective thickness of approximately 145 mm. The square column had a side length of 300 mm. The reinforcement layout is shown in Figure 3a. With a steel sheet, the shear studs were welded together in pairs. The stud assemblies were radially distributed around the column, as shown in Figure 3b.  
The concentric load was applied directly to slabs P1, P2, P3, P4, and P5 at the head of the column tested by [PERSON] and [PERSON] (1999) [16] (Figure 4a). The side length of the square slab was 2000 mm and the thickness of the plate was 160 mm. However, for P4, the plate thickness was 180 mm. The column size was 250 \(\times\) 250 mm, located in the center of the plate and extending 400 mm from the top and bottom of the slab. The bending reinforcement of the slab was 16 mm diameter reinforcement with 180 mm spacing arrangement, and the yield strength was 370 MPa. The shear studs of P1 and P3 were arranged as shown in Figure 4b, while the shear studs of P2, P4, and P5 were arranged as shown in Figure 4c. The diameter of the shear studs was 10 mm. Other details of the specimens are shown in Table 2.  
Figure 4: Schematic drawings of the specimens of [PERSON] and [PERSON]: (**a**) loading diagram; (**b**) shear stud arrangement 1; (**c**) shear stud arrangement 2.  
Figure 3: Schematic illustrations of the specimens of [PERSON] et al.: (**a**) detailing of the flexural reinforcement; (**b**) shear reinforcement of the slabs (the gray square is the quarter column); (**c**) concentric loading pattern for slabs; (**d**) eccentric loading pattern for slabs [15].