Hollow ribbed high-strength square steel tube concrete columns have the advantages of light weight, high bearing capacity, and easy installation. At the same time, the internal hollow structure facilitates the configuration of pipelines in factories and residential buildings, saving building space. In order to study the seismic performance of hollow ribbed high-strength square steel tube concrete members, this paper uses the finite element analysis software ABAQUS to study the hysteretic behavior of hollow ribbed high-strength square steel tube concrete members subjected to cyclic loads. First, the accuracy and applicability of the model established in this paper are confirmed based on existing literature, and then a large number of detailed numerical analysis models of hollow ribbed high-strength square steel tube concrete columns are established. Then, a full process analysis is carried out on a typical specimen, as well as stress analysis at various characteristic points. the influence of parameters such as steel ratio, yield strength of steel tubes, compressive strength of interlayer concrete on the hysteretic performance of the members is analyzed. Finally, the modified lateral bearing capacity calculation formula is used to calculate the composite column in this paper and compare it with the peak load of the skeleton curve. The research results show that the load-displacement curve of the hollow ribbed high-strength square steel tube concrete members can be divided into three stages: elastic stage, plastic stage, and decline stage. When the members are in the elastic stage and plastic stage, the steel tubes mainly bear the load; When the member is in elastic stage and elastic-plastic stage, the outer steel pipe and stiffener play the main role in restraint of concrete; when the member is in descending stage, the stiffener delays the bulging of the outer steel pipe.. In addition, according to the results of parameter analysis, it is suggested that the height of stiffening rib should be adjusted within 15% of the section width.The strength of concrete is recommended to be controlled below C90.The calculated lateral bearing capacity is consistent with the simulated value, and the mean error is 6.7%.