Advanced Steel Construction

Vol. 15, No. 2, pp. 145-156 (2019)


 AN OVERVIEW OF THE CONNECTION CLASSIFICATION INDEX

 

Iman Faridmehr 1*, Mahmood Md. Tahir 2, Mohd Hanim Osman 3, Abbas Razavykia 4

1South Ural State University, 454080 Chelyabinsk, Lenin Prospect 76, Russian Federation

2UTM Construction Research Centre (CRC), Institute of Smart Infrastructures and Innovative Construction, School of Engineering, Universiti Teknologi Malaysia (UTM),

Skudai, Johor Bahru, 81300, Malaysia

3 Forensic Engineering Centre (FEC), Universiti Teknologi Malaysia (UTM), Skudai, Johor Bahru, 81300, Malaysia

4 Department of Mechanical and Aerospace Engineering, Politecnico di Torino, Corso Duca degli Abruzzi 24, 10129 Torino, Italy

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

Received: 29 October 2017; Revised: 25 July 2018; Accepted: 1 August 2018

DOI:10.18057/IJASC.2019.15.2.4

 

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ABSTRACT

This research evaluated the beam-to-column connection classification index recommended by Eurocode 3 Part 1.8 and ANSI/AISC 360-10 specifications. A test programme was considered to examine the moment–rotation (M–θ) curve of semi- and fully rigid connections with variable parameters. The maximum moment capacity and initial elastic stiffness of the connections were the main parameters resulting from the M–θ curve. The performance of beams with semi-rigid connections was also evaluated through a classical method. The results clearly showed that the Eurocode 3 specification provides a more reliable classification index for the investigated connections. By evaluating the data of this research, a new classification system based on the rigidity, ultimate strength level, and ductility requirements was proposed. The results of this research provide an important contribution to the existing literature as the actual responses of beam-to-column connections are semi-rigid, and therefore such behaviour should be included in the analysis and design method.

 

KEYWORDS

Moment–rotation (M–θ) curve, Semi-rigid connections, Classification system, Stiffness, Ductility


REFERENCES

[1] Specification for Structural Steel Buildings (ANSI/AISC 360-10), A.I.O.S. Construction, Editor. 2010, AISC Committee on Specifications.

[2] Eurocode 3: Design of Steel Structures - Part 1-8: Design of Joints. 2005, European Committee For Standardization.

[3] Kishi N., et al., "Study of Eurocode 3 steel connection classification", Engineering Structures, 19(9), 772-779, 1997.

[4] Nethercot D., Li T. and Ahmed B., "Unified classification system for beam-to-column connections", Journal of Constructional Steel Research, 45(1), 39-65, 1998.

[5] Bjorhovde R., Colson A. and Brozzetti J., "Classification system for beam-to-column connections", Journal of Structural Engineering, 116(11), 3059-3076, 1990.

[6] Chen W.F. and Kishi N., "Semirigid steel beam-to-column connections: Data base and modeling", Journal of Structural Engineering, 115(1), 105-119, 1989.

[7] Zahmatkesh F., et al., "Numerical Study on the Structural Performance of Steel Beams with Slant End-plate Connections", Latin American Journal of Solids and Structures, 13(7), 1360-1387, 2016.

[8] Wang W. and Chen Y., "Modelling and classification of tubular joint rigidity and its effect on the global response of CHS lattice girders", Structural Engineering and Mechanics, 21(6), 677-698, 2005.

[9] Chan S.L., "Geometric and material non‐linear analysis of beam‐columns and frames using the minimum residual displacement method", International Journal for Numerical Methods in Engineering, 26(12), 2657-2669, 1988.

[10] Yu J. and Hao J., "Behaviour of semi-rigid steel frames with steel plate shear walls", ISSN 1816-112X, 115(1), 154, 1989.

[11] Jones S., Kirby P. and Nethercort D., "The analysis of frames with semi-rigid connections—a state-of-the-art report", Journal of Constructional Steel Research, 3(2), 2-13, 1983.

[12] Jones S., Kirby P. and Nethercot D., "Effect of semi-rigid connections on steel column strength", Journal of Constructional Steel Research, 1(1), 38-46, 1980.

[13] Simoes L., "Optimization of frames with semi-rigid connections", Computers and Structures, 60(4), 531-539, 1996.

[14] Lee S.S. and Moon T.S., "Moment–rotation model of semi-rigid connections with angles", Engineering Structures, 24(2), 227-237, 2002.

[15] Bayo E., Cabrero J. and Gil B., "An effective component-based method to model semi-rigid connections for the global analysis of steel and composite structures", Engineering Structures, 28(1), 97-108, 2006.

[16] Kartal M., et al., "Effects of semi-rigid connection on structural responses", Electronic Journal of Structural Engineering, 10(10), 22-35, 2010.

[17] Talebi E., et al., A Numerical Analysis on the Performance of Buckling Restrained Braces at Fire-Study of the Gap Filler Effect, Steel and Composite Structures, an International Journal (In Press), 2015.

[18] Saravanan M., et al., "Advanced analysis of cyclic behaviour of plane steel frames with semi-rigid connections", Steel and Composite Structures, 9(4), 381-395, 2009.

[19] Chan S.L. and Chui P.T., "Non-linear Static and Cyclic Analysis of Steel Frames with Semi-Rigid Connections", Elsevier, 2000.

[20] Díaz C., et al., "Optimum design of semi-rigid connections using metamodels", Journal of Constructional Steel Research, 78, 97-106, 2012.

[21] Zahmatkesh F. and Talebi E., The Performance of Bolted Slant Endplate Connections Subjected to Temperature Increase", Proceedings of the 10th Biennial Conference on Engineering Systems Design and Analysis (ESDA’10), 2010.

[22] Nguyen P.C. and Kim S.E., "An advanced analysis method for three-dimensional steel frames with semi-rigid connections", Finite Elements in Analysis and Design, 2014, 80, 23-32, 2014.

[23] Brunesi E., Nascimbene R. and Rassati G., "Response of partially-restrained bolted beam-to-column connections under cyclic loads", Journal of Constructional Steel Research, 97, 24-38, 2014.

[24] Geschwindner L.F., "A simplified look at partially restrained beams", Engineering Journal/American Institute of Steel Construction, 28(2), 73-78, 1991.

[25] Hsieh S.H. and Deierlein G., "Nonlinear analysis of three-dimensional steel frames with semi-rigid connections", Computers & Structures, 41(5), 995-1009, 1991.

[26] Kukreti A., Murray T. and Abolmaali A., "End-plate connection moment-rotation relationship", Journal of Constructional Steel Research, 8, 137-157, 1987.

[27] Latour M., Piluso V. and Rizzano G., "Experimental behaviour of friction T‐stub beam‐to‐column joints under cyclic loads", Steel Construction, 6(1), 11-18, 2013.

[28] Seismic Provisions for Structural Steel Buildings A.I.O.S. Construction, Editor. 2010, AISC committee on Specifications.