# Study on Shear Resistance and Structural Performance of Corrugated Steel-Concrete Composite Deck
## 3 Influence of the Structural Parameters of the Shear Stud on Its Shear Resistance
Finite Element Modeling of a Corrugated Steel-Concrete Composite Deck Slab Based on PBL and Pinned Shear Keys  
To investigate the advantages of the new type of shear connection key, the PBL perforated steel plate, and the most widely used pinned shear connection key in terms of their respective force performance, this section uses the finite element software ABAQUS to model the PBL perforated steel plate shear key based on a local model of a bridge corrugated steel-concrete composite deck slab, in which, the PBL steel plate is made of Q235 steel, the corrugated steel plate is made of Q345c type, the concrete is made of C50 type, the reinforcement is structural reinforcement, and the mesh subdivision of the PBL open-hole steel plate model is carried out under the premise of considering the study on the shear bond force performance. The specific models are shown in Figures 13 and 14, and the parameters are shown in Tables 6 and 7. Figure 13: Model of a corrugated steel plate based on a PBL open-hole steel plate shear key: (**a**) PBL open-hole steel plate model; (**b**) PBL open-cell steel plate + corrugated steel plate model. The undulating steel-concrete composite deck slab with PBL open-ended steel plate shear connectors and the composite deck slab with shear stud connectors were loaded under the external load P until the top concrete was crushed. The stress, strain, and displacement finite element clouds for the PBL perforated steel and shear stud-based composite deck slabs are shown in Figures 15 and 16, respectively (The \"\(\mathscr{H}\mathscr{S}\)\" in the figure represents the average). \begin{table}
\begin{tabular}{c c c c c c} \hline \hline
**Components** & **Specification** & \begin{tabular}{c} **Plate** \\ **Thickness** \\ **(mm)** \\ \end{tabular} & \begin{tabular}{c} **Hole** \\ **Diameter** \\ **(mm)** \\ \end{tabular} & \begin{tabular}{c} **Hole** \\ **Spacing** \\ **(mm)** \\ \end{tabular} & \
\begin{tabular}{c} **Hole Height** \\ **(mm)** \\ \end{tabular} \\ \hline
\begin{tabular}{c} PBL \\ open-cell \\ steel \\ \end{tabular} & Q235 & 6 & 40 & \(100\) & \(150\) \\ \hline \hline \end{tabular}
\end{table} 
Table 6: Parameters of the PBL opening plate. Figure 14: Model of corrugated steel plate based on pinned shear keys: (**a**) pinning model; (**b**) pins + corrugated steel plate model. \begin{table}
\begin{tabular}{c c c c c} \hline \hline  
As can be seen from the above diagram, the final stressing of the combined deck slab based on the PBL open-hole steel plate shear connection key under vertical load P is as follows: the PBL shear connection key and the corrugated steel plate in the span reach yield strength, and the transverse penetration reinforcement in the span wrapped by the concrete tenon also reaches yield strength. Eventually, the upper concrete reaches its ultimate compressive strength and is crushed, and the member is withdrawn from service and destroyed. In contrast, the stresses on the composite deck based on the shear key of the shear studs are such that the shear studs in the center of the span do not yield in general, and the composite deck is eventually crushed at the top due to the yielding of the bottom bending steel plate and the reinforcement, leading to the destruction of the element. Figure 15: The stress, strain, and displacement of the combined deck plate model based on PBL open-hole plate shear keys: (**a**) Mises stress of PBL open plate at mid-span; (**b**) strain of PBL open-hole steel plate at mid-span; (**c**) Mises stress cloud of a corrugated steel plate; (**d**) Mises stress cloud for partial penetration of reinforcement in the span; (**e**) PBL open-hole steel plate displacement cloud.