Finite Element Analysis of Flush End Plate Moment Connections under Cyclic Loading

Authors: Vahid Zeinoddini-Meimand, Mehdi Ghassemieh, Jalal Kiani

Abstract:

This paper explains the results of an investigation on the analysis of flush end plate steel connections by means of finite element method. Flush end plates are a highly indeterminate type of connection, which have a number of parameters that affect their behavior. Because of this, experimental investigations are complicated and very costly. Today, the finite element method provides an ideal method for analyzing complicated structures. Finite element models of these types of connections under monotonic loading have previously been investigated. A numerical model, which can predict the cyclic behavior of these connections, is of critical importance, as dynamic experiments are more costly. This paper summarizes a study to develop a three-dimensional finite element model that can accurately capture the cyclic behavior of flush end plate connections. Comparisons between FEM results and experimental results obtained from full-scale tests have been carried out, which confirms the accuracy of the finite element model. Consequently, design equations for this connection have been investigated and it is shown that these predictions are not precise in all cases. The effect of end plate thickness and bolt diameter on the overall behavior of this connection is discussed. This research demonstrates that using the appropriate configuration, this connection has the potential to form a plastic hinge in the beam--desirable in seismic behavior.

Keywords: Flush end plate connection, moment-rotation diagram, finite element method, moment frame, cyclic loading.

Digital Object Identifier (DOI): doi.org/10.5281/zenodo.1091052

References:

[1] K. Lee and D. Foutch, "Seismic Performance Evaluation of Pre-Northridge Steel Frame Buildings with Brittle Connections,” Journal of Structural Engineering, vol. 128, no. 4, pp. 546–555, 2002.
[2] J. T. Borgsmiller and T. M. Murray, "Simplified Method for Design of Moment End Plate Connections,” Virginia Polytechnic Institute and State University, Blacksburg, Virginia, Report No. CE/VPI-ST 95/19, 1995.
[3] B. M. M. Broderick and a. W. W. Thomson, "The Response of Flush End-Plate Joints under Earthquake Loading,” Journal of Constructional Steel Research, vol. 58, no. 9, pp. 1161–1175, Sep. 2002.
[4] J. Phillips and J. A. Packer, "The Effect of Plate Thickness on Flush End-Plate Connections,” in International Conference on Joints in Structural Steel Work, 1981, pp. 6.77–6.92.
[5] G. Shi, Y. Shi, and Y. Wang, "Behaviour of End-Plate Moment Connections under Earthquake Loading,” Engineering Structures, vol. 29, no. 5, pp. 703–716, 2007.
[6] G. Shi, Y. Shi, Y. Wang, and F. Bijlaard, "Monotonic Loading Tests on Semi-Rigid End-Plate Connections with Welded I-Shaped Columns and Beams,” Advances in Structural Engineering, vol. 13, no. 2, pp. 215–229, 2010.
[7] W.-L. Shi, G.-Q. Li, Z.-M. Ye, and R. Y. Xiao, "Hysteretic Models for Composite Joints with Flush End Plate Connections Based On Experimental Investigation,” in 5th International Conference on Advances in Steel Structures, ICASS, Dec. 5 - Dec. 7, 2007, vol. 3, pp. 849–854.
[8] H. Yu, I. W. Burgess, J. B. Davison, and R. J. Plank, "Experimental and Numerical Investigations of the Behavior of Flush End Plate Connections at Elevated Temperatures,” Journal of Structural Engineering, vol. 137, no. 1, pp. 80–87, 2011.
[9] A. Abidelah, A. Bouchair, and D. E. Kerdal, "Experimental and Analytical Behavior of Bolted End-Plate Connections with or without Stiffeners,” Journal of Constructional Steel Research, vol. 76, pp. 13–27, 2012.
[10] A. Abolmaali, A. R. Kukreti, and H. Razavi, "Hysteresis Behavior of Semi-Rigid Double Web Angle Steel Connections,” Journal of Constructional Steel Research, vol. 59, no. 8, pp. 1057–1082, Aug. 2003.
[11] A. K. Aggarwal, "Behaviour of Flush End Plate Beam-to-Column Connections,” Journal of the Institution of Engineers (India), Part CV: Civil Engineering Division, vol. 73, no. 1, p. 12, 1992.
[12] A. K. Aggarwal, "Comparative Tests on Endplate Beam-to-Column Connections,” Journal of Constructional Steel Research, vol. 30, no. 2, pp. 151–175, Jan. 1994.
[13] D. M. Hendrick, T. M. Murray, and A. R. Kukreti, "Unification of Flush End-Plate Design Procedures,” University of Oklahoma, Norman, Oklahoma, Report No. FSEL/MBMA 8305, 1985.
[14] A. W. Thomson and B. M. Broderick, "Earthquake Resistance of Flush End-Plate Steel Joints for Moment Frames,” Proceedings of the Institution of Civil Engineers: Structures and Buildings, vol. 152, no. 2, pp. 157–165, 2002.
[15] A. Abolmaali, A. A. R. Kukreti, and T. M. Murray, "Finite Element Analysis of Two Tension Bolt Flush End-plate Connection,” Research Report No. FSEL/MBMA 84-01, School of Civil Engineering and Environmetal Science, University of Oklahoma, 1984.
[16] A. Abolmaali, J. H. Matthys, M. Farooqi, and Y. Choi, "Development of Moment-Rotation Model Equations for Flush End-Plate Connections,” Journal of Constructional Steel Research, vol. 61, no. 12, pp. 1595–1612, 2005.
[17] K. S. Al Jabri, "Numerical Modelling of the Behaviour of Flush End-Plate Bare-Steel Connections at Elevated Temperature BT,” in First International Conference on High Performance Structures and Composites, Mar. 11 - Mar. 13., 2002, vol. 4, pp. 387–396.
[18] B. Bose, Z. M. Wang, and S. Sarkar, "Finite-Element Analysis of Unstiffened Flush End-Plate Bolted Joints,” Journal of Structural Engineering, vol. 123, no. 12, pp. 1614–1621, Dec. 1997.
[19] N. Krishnamurthy, "A Fresh Look at Bolted End- Plate Behavior and Design,” Engineering Journal, AISC, vol. 15, no. 2, pp. 39–49, 1978.
[20] A. R. Kukreti, T. M. Murray, and A. Abolmaali, "End-Plate Connection Moment-Rotation Relationship,” Journal of Constructional Steel Research, vol. 8, pp. 137–157, 1987.
[21] M. Md Tahir, I. Juki, L. H. Yong, S. Mohammad, and S. P. Ngian, "Finite Element Analysis of Flush End-Plate Connections Connected to Column Web,” International Journal of Steel Structures, vol. 11, no. 3, pp. 247–258, 2011.
[22] N. Nemati, D. Le Houedec, and R. Zandonini, "Numerical Modelling of the Cyclic Behaviour of the Basic Components of Steel End Plate Connections,” Advances in Engineering Software, vol. 31, no. 11, pp. 837–849, 2000.
[23] A. R. Kukreti, M. Ghassemieh, and T. M. Murray, "Behavior and Design of Large-Capacity Moment End Plates,” Journal of Structural Engineering New York, N.Y., vol. 116, no. 3, pp. 809–828, 1990.
[24] M. R. Bahaari and A. N. Sherbourne, "Computer Modelling of an Extended End-Plate Bolted Connection,” Computers and Structures, vol. 52, no. 5, pp. 879–893, 1994.
[25] European Convention for Constructional Steelwork (ECCS), "Recommendation Testing Procedure for Assessing the Behavior of Structural Steel Elements under Cyclic Loading. In: Technical Committee 1: Structural Safety and Loading.”.
[26] R. Srouji, A. R. Kukreti, and T. M. Murray, "Yield-Line Analysis of End-plate Connections with Bolt Force Predictions,” Report #: FSEL/MBMA 83-05. Fears Structural Engineering Laboratory, School of Civil Engineering and Environmental Science, University of Oklahoma, 1983.
[27] N. A. Kennedy, S. Vinnakota, and A. N. Sherbourne, "The Split-Tee Analogy in Bolted Splices and Beam-Column Connections,” in Proceedings of the International Conference on Joints in Structural Steelwork, 1981, pp. 2.138–2.157.