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This paper presents a numerical investigation into the high strength steel (HSS) welded I-section overall buckling performance with respect to the major axis under combined axial compression and bending. The validation of FE models compared with the existing test data to verify the appropriateness of the element division and boundary condition was firstly conducted. In line with the FE arrangement verified, separate 890 numerical models, covering a broader range of eight steel grades (460 MPa, 500 MPa, 550 MPa, 620 MPa, 690 MPa, 800 MPa, 890 MPa and 960 MPa), different overall slenderness and various eccentricities were designated. Subsequently, the comparison of the resistance prediction codified design rules in EN 1993-1-1, ANSI/AISC 360-10 and GB50017-2017 was preferentially operated, by the instrumentality of the normalized axial compression-bending moment curves. The results graphically revealed that, the provision given in ANSI/AISC 360-10 concerned in the present work was the most loose, whereas, the corresponding content set out in EN 1993-1-1 and GB50017-2017 was relatively on the safe side. Taking account of the FE results, the conservative shortcomings of the considered rules in EN 1993-1-1 and GB50017-2017 were further highlighted. Especially, the disparity of EN 1993-1-1 and numerical results was higher to 27%, from the perspective of a definition given in the present work. In contrast, the provision in ANSI/AISC 360-10 yielded a relatively accurate prediction, on average. Based on the numerical program, an alternative formula for the HSS welded I-section beam-columns with a general expression form was sought, which intimately reflected the effect of overall slenderness.
Czasopismo
Rocznik
Tom
Strony
369--384
Opis fizyczny
Bibliogr. 15 poz., il., tab.
Twórcy
autor
- School of Civil Engineering and Architecture, Nanjing Institute of Technology, Nanjing, China
autor
- School of Civil Engineering and Architecture, Nanjing Institute of Technology, Nanjing, China
Bibliografia
- [1] K.J.R. Rasmussen, G.J. Hancock, “Tests of high strength steel columns”, Journal of Constructional Steel Research, 1995, vol. 34, no. 1, pp. 27-52, DOI: 10.1016/0143-974X(95)97296-A.
- [2] H.Y. Ban, G. Shi, “Overall buckling behavior and design of high-strength steel welded section columns”, Journal of Constructional Steel Research, 2018, vol. 143, pp. 180-195, DOI: 10.1016/j.jcsr.2017.12.026.
- [3] G.A. Marzahn, M. Hamme, W. Prehn, “International Association for Bridge and Structural Engineering”, Traffic engineering & technology for national defence, 1932.
- [4] H.Y. Ban, “Research on the overall buckling behavior and design method of high strength steel columns under axial compression”, D.Sc. thesis, Tsinghua University, Beijing, 2012.
- [5] G. Shi, X. Zhu, H.Y. Ban, “Material properties and partial factors for resistance of high-strength steels in China”, Journal of Constructional Steel Research, 2016, vol. 121, pp. 65-79, DOI: 10.1016/j.jcsr.2016.01.012.
- [6] M. Clarin, “High Strength Steel: Local Buckling and Residual Stresses”, M.A. thesis, Lulel University of Technology, Sweden, 2004.
- [7] X.L. Zhao, "Section capacity of very high strength (VHS) circular tubes under compression", Thin Wall Structures, 2000, vol. 37, no. 3, pp. 223-40, DOI: 10.1016/S0263-8231(00)00017-3.
- [8] G.Q. Li, X.L. Yan, S.W. Chen, “Experimental study on bearing capacity of welded H-section columns using Q460 high strength steel under bending and axial compression”, Journal of Building Structures, 2012, vol. 33, no. 12, pp. 31-37.
- [9] D.K. Kim, C.H. Lee, K.H. Han, J.H. Kim, S.E. Lee, H.B. Sim, “Strength and residual stress evaluation of stub columns fabricated from 800 MPa high-strength steel”, Journal of Constructional Steel Research, 2014, vol. 102, pp. 111-120, DOI: 10.1016/j.jcsr.2014.07.007.
- [10] T.Y. Ma, Y.F. Hu, X. Liu, G.Q. Li, K.F. Chung, “Experimental investigation into high strength Q690 steel welded H-sections under combined compression and bending”, Journal of Constructional Steel Research, 2017, vol. 138, pp. 449-462, DOI: 10.1016/j.jcsr.2017.06.008.
- [11] X. Yun, L. Gardner, N. Boissonnade, “Ultimate capacity of I-sections under combined loading - Part 1: Experiments and FE model validation”, Journal of Constructional Steel Research, 2018, vol. 147, pp. 408-421, DOI: 10.1016/j.jcsr.2018.04.016.
- [12] European Committee for Standardization (CEN), “Eurocode 3-Design of Steel Structures - Part 1-1: General Rules and Rules for Buildings”, Brussels, 2005.
- [13] AISC, “ANSI/AISC 360-10, Specification for structural steel buildings”, Chicago, 2010.
- [14] Ministry of housing and urban rural development of the people’s Republic of China, “Code for Design of Steel Structures”, China Architecture & Building Press, Beijing, 2018.
- [15] T.J. Li, S.W. Liu, G.Q. Li, S.L. Chan, Y.B. Wang, “Behavior of Q690 high strength steel columns: Part 1: Experimental investigation”, Journal of Constructional Steel Research, 2016, vol. 123, pp. 18-30, DOI: 10.1016/j.jcsr.2016.03.026.
Uwagi
Opracowanie rekordu ze środków MEiN, umowa nr SONP/SP/546092/2022 w ramach programu "Społeczna odpowiedzialność nauki" - moduł: Popularyzacja nauki i promocja sportu (2022-2023).
Typ dokumentu
Bibliografia
Identyfikator YADDA
bwmeta1.element.baztech-3ca78fef-67bc-4047-9897-9aded4c40acf