## 5 Conclusions  
This paper experimentally and through finite element analysis investigated the lateral resistance of prefabricated corrugated steel plate shear walls, revealing their load-bearing mechanisms and failure characteristics. In addition, a parametric analysis was carried out to explore the impact of plate thickness, width/height ratio, and corrugation height on the lateral resistance of corrugated steel plate shear walls. The main conclusions are as follows:  
1. The energy dissipation performance of corrugated steel plate shear walls is superior to that of flat steel plate shear walls. Under the same conditions, flat steel plate shear walls exhibit higher lateral stiffness and energy dissipation compared to corrugated steel plate shear walls. However, due to their unique geometric shape, namely the \"accordion-like structure\", corrugated steel plate shear walls can demonstrate superior energy dissipation efficiency. Prefabricated corrugated steel plate shear walls, compared to prefabricated flat steel plate shear walls, have better resistance to out-of-plane displacement under seismic action, providing enhanced safety. 2. The \"accordion-like\" configuration of corrugated steel plate shear walls significantly enhances out-of-plane stability. Under seismic action, the maximum out-of-plane deformation of the corrugated steel plate is reduced by 40% compared to that of the flat steel plate. Moreover, the failure mode is primarily characterized by local buckling, which avoids the risk of overall instability. 3. There is a significant positive correlation between the plate thickness and the energy dissipation performance of corrugated steel plate shear walls. As the plate thickness increases, both the energy dissipation coefficient and the energy dissipation of the corrugated steel plate shear walls significantly improve. At the inter-story drift angle stage of \(\Delta/\mathrm{H}=2.0\%\), the model with a plate thickness of 10 mm has the highest energy dissipation coefficient and energy dissipation, which are 49.38% and 125.50% higher  
Figure 26: Stress comparison diagram of different wave height models: (a) TCSPSW—Ph—50, (b) TCSPSW—C, (c) TCSPSW—Ph—100, (d) TCSPSW—Ph—150. than those of the model with a plate thickness of 4 mm, respectively. This indicates that increasing the plate thickness can effectively enhance the energy dissipation capacity of the structure, especially under larger inter-story drift angles, where the energy dissipation performance of thicker plates is more prominent. * The aspect ratio has a significant impact on the energy dissipation performance of corrugated steel plate shear walls. The model with an aspect ratio of 1.5 has the highest energy dissipation coefficient and energy dissipation at the stage of \(\Delta/\mathrm{H}=2.0\%\), which is three times that of the model with an aspect ratio of 0.5. This indicates that increasing the aspect ratio of the corrugated steel plate can effectively enhance the energy dissipation performance of the structure. * The increase of corrugation height has a negative impact on the energy dissipation capacity of corrugated steel plate shear walls. As the corrugation height increases from 50 mm to 150 mm, the lateral load-bearing capacity of the model decreases by about 35%, and the energy dissipation decreases by 150.6%. This indicates that increasing the corrugation height reduces the lateral load-bearing capacity and energy dissipation capacity of the corrugated steel plate. However, at a specific loading stage (\(\Delta/\mathrm{H}=2.0\%\)), the energy dissipation coefficient of the high-corrugation-height model exceeded that of the low-corrugation-height model. This may be related to the structure entering a deeper nonlinear response stage. It is suggested to strengthen the trough area by welding the ribbed plate when the corrugated height is too high to avoid the early damage caused by stress concentration. Conceptualization, J.H. ; methodology, S.C.; validation, D.Z. ; formal analysis, Z.C. ; investigation, Z.C. ; resources, D.Z.