# 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
Comparative Study of Slip and Vertical Stripping of Bridge Deck Slabs Applying Different Shear Key Combinations  
The relative slip and vertical peel data from the finite element simulations of two sets of corrugated steel-concrete composite deck slabs with PBL open-hole steel plate shear keys and pinned shear keys, respectively, were collated and analyzed, and the data were compared and analyzed as shown in Figures 17-19 and Table 8.  
Figure 16: The stress, strain, and displacement clouds view of the combined deck plate model based on pinned shear keys: (**a**) Mises stress cloud of shear studs at mid-span; (**b**) strain cloud of shear studs at mid-span; (**c**) cloud of shear stud displacements at mid-span; (**d**) Mises stress of a corrugated steel plate. Figure 17: Comparison of longitudinal relative slip at span for PBL open plate and pinned shear key. It can be seen that, compared to the pinned shear keys, the maximum longitudinal slip in the span of the corrugated steel-concrete composite deck using PBL open-hole steel plate shear connection keys is only 0.0158 mm and the maximum longitudinal slip at the end of the slab is only 0.0230 mm, compared to 0.280 mm and 0.436 mm for the shear key combination. The load-slip curves of the composite deck plate show that the linear working phase of the PBL perforated steel plate with a continuous increase in load and little increase in slip is significantly longer than that of the pinned shear key. It is not until around 680 kN that the load-slip curve of the composite deck with PBL plates shows plasticity, whereas the plasticity of the pinned shear keys is already present at around 450 kN. It also shows that the load-slip curve of the composite deck is more stable than the pure-phase case. Figure 19: Comparison of vertical stripping in spanwise sections of PBL open-ended steel plates and pinned shear keys. \begin{table}
\begin{tabular}{c c c c} \hline \hline \begin{tabular}{c} **Shear Key Type** \\ \end{tabular} & \begin{tabular}{c} **Maximum Relative Slip** \\ **across the Span (mm)** \\ \end{tabular} & \
\begin{tabular}{c} **Maximum Relative Slip of** \\ **Plate Ends (mm)** \\ \end{tabular} &
\begin{tabular}{c} **Maximum Vertical Peel in** \\ **Span (mm)** \\ \end{tabular} \\ \hline PBL open steel plate A & 0.0158 & 0.280 & 0.460 \\ Pins B & 0.0230 & 0.436 & 0.581 \\ A/B & 0.69 & 0.64 & 0.79 \\ \hline \hline \end{tabular}
\end{table} 
Table 8: Comparison of the slip and peel resistance of the two types of shear keys. Figure 18: Comparison of the longitudinal relative slip at the plate ends of the PBL open plate and the pinned shear key. that the PBL open-ended steel plates as rigid shear keys can increase the overall stiffness of the structure to a certain extent. From Figure 19 and the analysis of the vertical stripping data in Table 8, the following can be obtained: with both the shear studs and the PBL open-hole steel plate, when the loading is less than 500 kN and 630 kN, respectively, the increase in the vertical stripping amount at the intersection of concrete and corrugated steel plate in the span is very small, less than 0.1 mm, and the peeling phenomenon is not obvious at this time. However, when the external load P continues to increase, the vertical stripping amount at the interface between the two increases sharply until the member reaches the ultimate bearing capacity and is damaged, at which time the peeling phenomenon is more obvious. The maximum vertical peel of the composite deck plate with PBL open-hole steel plate is 0.460 mm, which is 21% less than the 0.581 mm of the composite deck plate with the pinned shear key. As can be seen from the above conclusions, the PBL open-cell steel plate, as a new form of shear connection bond, is indeed more resistant to slip and peeling than the pinned shear bond and is more effective in resisting the relative slip and vertical stripping between the corrugated steel and concrete.