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Abstract: This paper proposes an innovative structural wall, named “the steel tube–double steel plate–concrete composite wall”, which is suited for use in high-rise buildings. The composite wall consists of concrete filled steel tubular (CFST) boundary elements and a double “skin” composite wall web where two steel plates are connected by tie bolts with space between them filled with concrete. The seismic behavior of the composite walls was examined through a series of experiments in which five slender rectangular wall specimens were subjected to axial forces and lateral cyclic loading. The specimens failed in a flexural mode, characterized by local buckling of the steel tubes and plates, fracture of the steel tubes, and concrete crushing at the wall base. The extent of the CFST boundary element was found to significantly affect the deformation and energy dissipation capacities of the walls. The area ratio of steel plates had a minimal effect on the deformation capacity of the slender walls. The addition of circular steel tubes embedded in the CFST boundary elements obviously increased the lateral load-carrying capacity of the walls. When the CFST boundary element's extent was 0.2 times the wall's sectional depth and the test axial force ratio was no more than 0.25, the walls had a yield drift ratio of over 0.005 and an ultimate drift ratio of around 0.03. Simplified formulas used to evaluate the flexure strength of the composite walls were proposed. The evaluated results had good agreement with the test results, with errors no greater than 10%. [Copyright &y& Elsevier]

This paper proposed an innovative composite wall, named the steel tube-double plate-concrete composite shear wall, which is suited for use in the lower stories of super high-rise buildings. The seismic behavior of the composite walls was examined through results of an experimental research program where five rectangle-shaped wall specimens with a shear span ratio of 2.5 were tested. The test results indicate that the specimens fail in a flexural mode, characterized by local buckling of boundary steel tubes and steel plates, fracture of steel tubes, and compressive crushing of concrete at the wall base. The extent of concrete filled steel tubular (CFST) boundary elements significantly affects the deformation and energy dissipation capacities of the composite walls. The area ratio of steel plate has a minimal effect on the deformation capacity of the wall specimens. The addition of circular steel tubes embedded in the CFST boundary elements leads to an increase in the lateral load-carrying capacity of the composite walls, but it does not increase the wall's deformation capacity. When the CFST boundary element's extent is 0. 2 times the wall's sectional depth and the designed axial force ratio is 0.45, the wall specimen has a yield drift ratio of over 0. 005 rad and an ultimate drift ratio of 0. 030 rad. In addition, simplified formulas used to calculate the flexure strength of the composite walls were proposed. The evaluated results show good agreement with the test results, with errors no more than 10%. [ABSTRACT FROM AUTHOR]