Abstract
The strength of Q460 steel welded thin‐walled box columns under biaxial bending is investigated by an FE model. The numerical results, together with available experimental data, are compared with the American Specification ANSI/AISC 360‐10. It shows that ANSI/AISC 360‐10 provides a good estimate over a wide range of column slenderness ratios; but it severely underestimates the strengths of beam‐columns with large slenderness ratios and slightly underestimates those of beam‐columns made from HSS with fy = 741 MPa, and the calculation is more complicated because of using an effective width concept. Therefore, a simple and effective calculation method is proposed. Also, a comparison is made between the proposed formulas and the available experimental results. It shows that the proposed formulas can precisely evaluate the local‐overall interactive buckling strength of HSS beam‐columns and, in most cases, are also suitable for beam‐columns fabricated from mild steels. The proposed formulas are simple and, meanwhile, achieve the same level of accuracy as ANSI/AISC 360‐10.
Highlights
Structural steel with a nominal yield stress greater than or equal to 420 MPa is often defined as highstrength steel (HSS)
Simple formulas are presented for predicting the localoverall interactive buckling strength of Q460 steel beamcolumns subjected to axial compression and biaxial bending moments. e proposed formulas are verified by comparing them with the available experimental results
Conclusions e behavior and strength of Q460 steel welded thin-walled box-section beam-columns under combined compression force and biaxial bending are analyzed by an established FE model. e American Speci cation ANSI/AISC 360-10 is veri ed with the numerical results and the available experimental results
Summary
Structural steel with a nominal yield stress (denoted by fy) greater than or equal to 420 MPa is often defined as highstrength steel (HSS). E effects of plate width-to-thickness ratio, column slenderness ratio, and eccentricity on the ultimate carrying capacities were investigated, and the calculation formulas for the ultimate strengths were proposed. All these studies focused on the HSS beam-columns under uniaxial bending, and more attention should be paid to those under biaxial bending. The local-overall interaction buckling behavior of Q460 steel welded thin-walled box beam-columns under biaxial bending is analyzed by the commercial software ANSYS 8.0 [28, 29]. Simple formulas are presented for predicting the localoverall interactive buckling strength of Q460 steel beamcolumns subjected to axial compression and biaxial bending moments. e proposed formulas are verified by comparing them with the available experimental results
Sign-in/Register to view highlights & summary Talk to us
Join us for a 30 min session where you can share your feedback and ask us any queries you have
Schedule a callDisclaimer: All third-party content on this website/platform is and will remain the property of their respective owners and is provided on "as is" basis without any warranties, express or implied. Use of third-party content does not indicate any affiliation, sponsorship with or endorsement by them. Any references to third-party content is to identify the corresponding services and shall be considered fair use under The CopyrightLaw.
