Nonlinear static analysis of steel frames with semi rigid beam to column connections using cruciform element

Document Type : Original Article

Authors

1 MSc of Structural Engineering, Department of Civil Engineering, Qom University, Qom, Iran

2 Associate professor, Department of Civil Engineering, University of Hormozgan, Bandar Abbas, Iran

Abstract

In the steel frames, beam-column connections are traditionally assumed to be rigid or pinned, but in the steel frames, most types of beam-column connections are semi-rigid. Recent studies and some new codes, especially EC3 and EC4, include methods and formulas to estimate the resistance and stiffness of the panel zone. Because of weaknesses of EC3 and EC4 in some cases, Bayo et al.  proposed a new component-based method (cruciform element method) to model internal and external semi-rigid connections that revived and modified EC methods. The nonlinear modelling of structures plays an important role in the analysis and design of structures and nonlinear static analysis is a rather simple and efficient technique for analysis of structures. This paper presents nonlinear static (pushover) analysis technique by new nonlinearity factor and Bayo et al. model of two types of semi-rigid connections, end plate connection and top and seat angles connection. Two types of lateral loading, uniform and triangular distributions are considered.  Results show that the frames with top and seat angles connection have fewer initial stiffness than frames with semi-rigid connection and P-Δ effect more decreases base shear capacity in the case of top and seat angles connection. P-Δ effect in decrease of base shear capacity increases with the increase of number of stories.

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Main Subjects

References

[1]
Frye,MJ. Morris,GA., “Analysis of flexibility connected steel frames,” Canadian Journal of Civil Engineering, pp. 82-91, 1975.
[2]
Toma,S. Chen, W.F., “Advanced Analysis of Steel Frames,” CRC Press, Inc, 1994.
[3]
AISC, Manual of Steel Construction, Load and Resistance Factor Design, Chicago, IL, 1994.
[4]
Bjorhorde,R. Colson,A. Zandonini,R., Connections in Steel Structures III, Bpcwheatons Ltd, 1996.
[5]
Bayo, E. Cabrero,J.M. Gil,B., “An effective component-based method to model semi-rigid connections,” Engineering Structures, vol. 28, pp. 97-108, 2006.
[6]
CEN. Eurocode 3: Design of steel structures, Part 1.8: Design of joints, 2003.
[7]
Weynand,K. Jaspart,J., Design of Structural Steel Joints, European Commission, 2014.
[8]
“SSEDTA. Eurocodes for composite structures. Structural steelwork Eurocodes development of a trans-national approach. Module 4: joints,” 2001.
[9]
McGuire,W. Gallagher,R. Ziemian, R., “Matrix structural analysis,” John Wiley, 2000.
[10]
Ahmed,E. Kishi,N. MATSUOKA,K. Komuro,M., “Nonlinear Analysis on Prying of Top and Seat-Angle Connections,” Journal of Applied Mechanics, vol. 4, pp. 227-236, 2001.
[11]
Kishi, N. Chen, W.F., “Steel Connection Data Bank Program,” Structural Engineering Report No. CE-STR-86-11, School of Civil Engineering, Purdue University, West Lafayette, Indiana, 1986.
[12]
Chen,W.F. Atsuta,T., Theory of beam-columns, Volume1, 2008.
[13]
“Federal Emergence Management Agency, Prestandard and commentary for the seismic rehabilitation of buildings,” Report FEMA-356, Washington.
[14]
Yongjiu,S. Gang,S. Yuanqing,W., “Behavior of end-plate moment connection under earthquake,” Engineering structures, vol. 29, pp. 703-716, 2007.
[15]
Fattouh,Elrahman. Shaker, M.F. M. Abd, Waseem., “Behavior of Flush and Extended End-Plate Beam-To-Column,” World Applied Sciences Journal, 2014.
[16]
CEN. Eurocode 4: Design of steel and concrete structures. Part 1.1: General rules and rules for buildings, 2003.
[17]
Abolmaali,A. Kukreti,A.R. Razavi,H., “Hysteresis behavior of semi-rigid double web angle steel connections,” Journal of Constructional Steel Research, 2003.
[18]
Chen, WF., “Practical analysis for semi-rigid frame design, World scientific, 2000.
Journal of Structural and Construction Engineering
Volume 4, Issue 4 - Serial Number 14
January 2018
Pages 98-117

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History

  • Receive Date: 26 November 2016
  • Revise Date: 27 May 2017
  • Accept Date: 31 May 2017

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