Advanced Steel Construction

Vol. 15, No. 1, pp. 100-108(2019)




Wang Zhang 2, 5, Zhi-Hua Chen 1, 2, 3, Qing-Qing Xiong 2, 5 and Ting Zhou 4, *

1 State Key Laboratory of Hydraulic Engineering Simulation and Safety, Tianjin, China

2 Department of Civil Engineering, Tianjin University, Tianjin, China

3 Key Laboratory of Coast Civil Structure Safety of China Ministry of Education, Tianjin University, China

4 Department of Architecture, Tianjin University, Tianjin, China

5 School of Civil Engineering, Shijiazhuang Tiedao University, Shijiazhuang, China

*(Corresponding author: E-mail: This email address is being protected from spambots. You need JavaScript enabled to view it.">This email address is being protected from spambots. You need JavaScript enabled to view it. )

Received: 9 August 2017; Revised: 4 March 2018; Accepted: 1 April 2018




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In this paper, 14 models in two series were designed and numerically analysed based on the results of quasi-static tests of vertical stiffener connections to L-CFST columns. For the fracture problem of the beam flange connecting plate at the end of the vertical stiffener, four optimization methods were proposed and compared in the H300 series: tapered vertical stiffener, flush vertical stiffener with beam flange, reduction beam section and thickened beam flange connecting plate. For the problem of the vertical stiffener fracture along the column flange, the effect of the vertical stiffener sectional area and width-to-thickness ratio were considered and analysed in the H400 series. The skeleton curves, Von Mises stress distribution and fracture index of each model in the two series were compared. The crack propagation on the beam flange connecting plate and vertical stiffener can be reduced and even eliminated using a thickened connecting plate and a minor width-to-thickness ratio, respectively. A calculation method for the flexural capacity of the vertical stiffener connection to the L-CFST column was proposed. Good consistency was observed between the theoretical and test results of both yield and ultimate flexural capacity. Finally, a design example of the flexural capacity of the connection is provided to guide the engineering practice.



L-shaped column composed of concrete-filled steel tubes, vertical stiffener connection, optimization analysis, Crack, flexural capacity


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