Vol. 19, No. 1, pp. 1-8 (2023)
COLLAPSE RESISTANCE CALCULATION WITH DIFFERENT STIFFNESS
CONNECTIONS BASED ON THE COMPONENT METHOD
Zheng Tan 1, Wei-Hui Zhong 1, 2, *, Shi-Chao Duan 1, Chao-Fan Li 1, Yu-Hui Zheng 1 and Bao Meng 1
1 School of Civil Engineering, Xi’an University of Architecture and Technology, Xi’an 710055, China
2 Key Laboratory of Structural Engineering and Earthquake Resistance, Ministry of Education, Xi’an University of Architecture and Technology, Xi’an 710055, China
* (Corresponding author: E-mail:This email address is being protected from spambots. You need JavaScript enabled to view it.)
Received: 20 July 2022; Revised: 22 August 2022; Accepted: 10 January 2023
DOI:10.18057/IJASC.2023.19.1.1
 View Article |
Export Citation: Plain Text | RIS | Endnote |
ABSTRACT
The collapse performance of steel frames generally depends on their ability to resist local damage. However, this ability is decided by the connection behavior, which has not been determined methodically and reliably. Thus, developing a simplified connection model for predicting the structural collapse resistance is critical for preventing progressive collapse. In this study, component models were constructed with different stiffness connections, including the double web angle (DWA), top-seat with double web angle (TSDWA), and welded flange-bolted web (WUF) connections, according to the component method by simplifying its geometry and dividing it into several basic springs. The proposed component-based connection models with detailed components were implemented within the finite element program, ANSYS. The models were validated against previous experimental tests. The analysis results indicate that the component models can accurately reflect the load response and post-fracture path of the assemblies with a cost-effective solution. This indicates that the component method is significant for progressive collapse analysis, providing a simple and effective tool for designers and engineers to evaluate the load-resisting capacities of steel frame structures.
KEYWORDS
Steel frame, Different stiffness connections, Progressive collapse, Component method, Numerical simulation
REFERENCES
[1] Meng B., Li L.D., Zhong W.H., et al., “Improving anti-progressive collapse capacity of welded connection based on energy dissipation cover-plates”, Journal of Constructional Steel Research, 188, 107051, 2022.
[2] Meng B., Hao J.P. and, Zhong W.H., “Numerical study on the anti-progressive collapse performance of steel frame-steel plate shear wall structures”, Journal of Building Engineering, 35, 102049, 2021.
[3] Tan Z., Zhong W.H., Meng B., et al., “Effects of the numbers of stories and spans on the collapse-resistance performance of multi-story steel frame structures with reduced beam section connections”, Advanced Steel Construction, 18(2), 616-628, 2022.
[4] Zhong W.H., Tan Z., Song X.Y., et al., “Anti-collapse analysis of unequal span steel beam–column substructure considering the composite effect of floor slabs”, Advanced Steel Construction, 15(4), 377–385, 2019.
[5] Ahmadi E. and Hosseini S.A., “Capacity evaluation of eight bolt extended endplate moment connections subjected to column removal scenario”, Advanced Steel Construction, 17(3), 273–282, 2021.
[6] Zhong W.H., Tan Z., Tian L.M., et al., “Collapse resistance of composite beam-column assemblies with unequal spans under an internal column-removal scenario”, Engineering Structures, 206, 110143, 2020.
[7] Tan Z., Zhong W.H., Meng B., et al., “Numerical evaluation on collapse-resistant performance of steel-braced concentric frames ”, Journal of Constructional Steel Research, 193, 107268, 2022.
[8] Li G.Q., Zhang J.Z. and Jiang J., “Multi-story composite framed-structures due to edge-column loss”, Advanced Steel Construction, 16(1), 20–29, 2020.
[9] Tan Z., Zhong W.H., Tian L.M., et al., “Quantitative assessment of resistant contributions of two-bay beams with unequal spans”, Engineering Structures, 242, 112445, 2021.
[10] Adam J.M., Parisi F., Sagaseta J., et al., “Research and practice on progressive collapse and robustness of building structures in the 21st century”, Engineering Structures, 173, 122–149, 2017.
[11] Tan Z., Zhong W.H., Tian L.M., et al., “Numerical study on collapse-resistant performance of multi-story composite frames under a column removal scenario”, Journal of building Engineering, 44, 102957, 2021.
[12] Zheng L. and Wang W.D., “Multi-scale numerical simulation analysis of CFST column-composite beam frame under a column-loss scenario”, Journal of Constructional Steel Research, 190, 107151, 2022.
[13] Sarraj M., “The behavior of steel fin plate connections in fire”, Sheffield : University of Sheffield, 2007.
[14] Liu C., Tan K.H. and Fung T.C., “Component-based steel beam–column connections modelling for dynamic progressive collapse analysis”, Journal of Constructional Steel Research, 107(1), 24-36, 2015.
[15] Yang B. and Tan K.H., “Experimental tests of different types of bolted steel beam-column joints under a central-column-removal scenario”, Engineering Structures, 54, 1112-1130, 2013.
[16] Tan Z., Zhong W.H., Tian L.M., et al., “Research on the collapse-resistant performance of composite beam-column substructures using multi-scale models”, Structures , 27, 86–101, 2020.
[17] EN1993-1-8. Eurocode 3: Design of Steel Structure, Part 1-8: Design of joints. Brussels: European Committee for standardization; 2005.
[18] Elsalti M.K. and Richard R.M., “Derived moment rotation curves for partially restrained connections”, Development in Structural Engineering Computing, 18: 55-62, 2009.
[19] Fisher J.W, and Struik J.K., “Guide to design criteria for bolted and riveted joints”, New York: Wiley Interscience Press, 1974.
[20] Rex C.O, and Easterling S.W., “Behavior and modeling of a bolt bearing on a single plate”, Journal of Structural Engineering, 129(6), 792-88, 2003.
[21] Ramberg W. and Osgood W.R., “Description of stress–strain curves by three parameters”, Washington DC: National Advisory Committee for Aeronautics, 1943.
[22] Hayes M.D., “Structural analysis of a pultruded composite beam: shear stiffness determination and strength and fatigue life predictions”, Blacksburg: Faculty of the Virginia Polytechnic Institute and State University, 2003.
[23] Faella C., Piluso V. and Rizzano G., “Structural steel semirigid connections: theory, design and software”, Florida: Chemical Rubber Company Press, 2000.
[24] Yang B. and Tan K.H., “Robustness of bolted-angle connections against progressive collapse: mechanical modeling of bolted-angle connections under tension”, Engineering Structures, 547(12), 153-168, 2013.
[25] Yim H.C, and Krauthammer T., “Mathematic-mechanical model of WUF-B connection under monotonic load”, Engineering Journal, 2(1), 71-90, 2010.
[26] Sadek F., Main J.A., and Lew H.S., “An experimental and computational study of steel moment connection under a column removal scenario”, Gaithersburg: National Institute of Standards and Technology, 2010.