Local buckling behaviour of composite shear wall under axial and shear loading

Research on the buckling performance and stud design formulas for composite shear walls with stiffened steel plates and infilled concrete (CWSC) under axial and shear loading remains limited. This study designed five experimental groups using the stud design formula outlined in the JGJ/T 380-2015 standard and subjected them to finite element analysis (FEA). The findings reveal that buckling initially occurs in the corner steel plates and adjusting the spacing-to-thickness ratio of the studs enhances buckling resistance. Through comprehensive FEA, the influences of stud spacing, steel plate thickness, and yield strength on the buckling behaviour of CWSC under axial and shear loading were evaluated. This study recommends specific limits for the spacing-to-thickness ratio and steel yield strength under varying loading conditions and suggests a maximum wall axial compression ratio of 0.6. Moreover, buckling stress and stud design formulas for CWSC under diverse conditions were established. A comparison with 273 model results yielded a mean value of 1.004 and a coefficient of variation of 0.073, demonstrating the accuracy of the proposed design formulas, while the standard stud design formula was relatively conservative. These formulas serve as valuable references for designing steel-plate composite walls.