# Study on Shear Resistance and Structural Performance of Corrugated Steel-Concrete Composite Deck
## 2 Finite Element Simulation of the Shear Resistance of Shear Studs in Combined Decks  
ABAQUS software was used to model a local launch experiment for a corrugated steel-concrete composite deck slab in an engineering example to investigate the shear re sistance of the shear connection keys of the shear studs in the corrugated steel-concrete composite deck slab [25; 26]. In the finite element software (the ABAQUS 2020), when the thickness direction dimension of the member is much smaller than the other two dimensions and the stress in the thickness direction can be neglected, it is appropriate to use the unit type of shell cell [27]. In this project example, the thickness of the bending steel plate, t, is only 6 mm, which is a thin-walled member, so the unit type used for the bending steel plate is the shell unit. For the shell unit, the general shell unit allows the thickness of the shell to change with the deformation of the unit, while other shell units assume that only limited rotation of the unit nodes can occur. The quadrilateral shell cell (except S4) and the triangular shell cell S3/S3R use reduced integration, so the quadrilateral shell cell of S4R is more suitable for the bending steel plate with a small thickness and prone to the shear locking phenomenon. For the concrete with a more complex force state, the solid unit, which can simulate the most types of components, is used in this paper. Among the solid units, the C3D8R unit with reduced integration, i.e., a six-sided unit with eight nodes, is selected, which is more accurate and less prone to shear locking. The establishment of the finite element model is shown in Figures 2-4, and the material parameters of each component are shown in Table 1.  
Figure 3: Finite element model of the push-out test rig model. Figure 2: Finite element model of the shear stud. In order to make the meshing more reasonable and accurate, the meshing technique and the meshing algorithm used in this paper are free meshing and the advanced algorithm, respectively. The mesh size of the concrete is 50 mm, the mesh size of the corrugated steel plate is 75 mm, the mesh size of the reinforcement and shear connection keys is 50 mm, and the mesh size of the loading mat is 100 mm. The mesh model of the composite deck is shown in Figure 4 below:  
In the process of finite element modeling of the experiment, the concrete is of type C50 and the reinforcement is structural reinforcement. The number of pinned shear keys is set to two groups on each part of the corrugated steel plate and welded to the corrugated steel plate, the connection between the steel mat and I-beam, corrugated steel plate and I-beam are set to Tie, and the rest of the specific parameters are shown in Table 1.  
During the experimental loading process, the end of the concrete portion was fixedly constrained, and a displacement load of 0.12 mm/s was applied to the top steel plate. At this time, relative displacement occurred between the corrugated steel plate and the concrete, the pinned shear key started to work and transfer the shear force, and the loading continued until the damage. The stress, strain, and displacement clouds for the component damage are shown in Figures 5 and 6  
As can be seen from the above finite element simulation clouds, the member was damaged when the lower part of the shear stud bar reached a yield strength of 354 MPa and the bending steel plate locally reached a yield strength of 345 MPa, and the bottom of the concrete near the deformation direction of the shear stud was damaged by the ultimate compressive strain.