Keywords: steel frame, semi-rigid connection, finite element method, hysteretic behaviour.

It was known that the beam-column connection of steel frame affects greatly the mechanical properties of steel frame. As early as more than 80 years ago, engineers started to be aware of the important influence of semi-rigid connections on steel frame construction. In the 1930s, some scholars studied the influence of beam-column connections on the relationship between the moment and rotation, and tried to provide some guides on semi-rigid connection design. Later in the 1970s, along with the widespread use of high-strength bolts, more research on the semi-rigid connection behaviour was done worldwide [1,2].

The research work on beam-column connections of steel frames in China started around 1990. Because of the complexity of the problem, there are still many problems to be studied thoroughly so far [3]. For experimental study of semi-rigid connection of plane steel frame, Xu Weiliang in Chongqing Institute of Civil Engineering and Architecture carried out four full scale semi-rigid steel frames under static force and obtained some useful conclusions [4]. Although, theoretical research of semi-rigid steel frame under pseudo-static force loading were not carry out in mainland, China.

In this paper a finite element research study of the hysteretic behaviour of steel frame with semi-rigid connections is carried out in order to obtain elastic-plastic behaviour of it under cyclic loading. It incorporates the pseudo-static loading experiments of half scale specimens. The analysis is being carried out using the finite element computer package ANSYS [5,6]. This finite element model is subjected to static and cyclic loading while considering the non-linear steel material properties. The results demonstrate a steel frame of double web angles semi-rigid connection with top and seat angles has good ductility and energy dissipation. The important conclusions are below:

1. Strength and rigidity of double web angle semi-rigid connections with top and seat angles of a steel frame in an elastic-plastic stage decreases slowly and the hysteretic curves do not have pinch phenomena.
2. Connection flexibility influences the internal stress and displacement of the frame in an elastic stage, but has little influence on the ultimate moment capacity. After yielding rigid connections create more frame displacements, but has little influence on the ultimate moment capacity.
3. Semi-rigid connection steel frames do not meet with the design principle of a "strong joint and weak beam-column", but meet with the design principle of a "strong column and weak beam".
4. A steel frame of double web angles semi-rigid connections with top and seat angles has good ductility coefficients and energy dissipation and meets the requirements of the seismic behaviour.

1

T.Q. Li, D.B. Moore, D.A. Nethercot and B.S. Choo, "The Experimental Behaviour of a Full-scale semi-rigidly connected composite frame detail appraisal", Journal of Constructional Steel Research, 39(3), 193-220, 1996. doi:10.1016/S0143-974X(96)00041-7

2

A.S. Elnashai and A.Y. Elghazonli, "Seismic Behaviour of semi-rigid steel frames", Journal of Constructional Steel Research, 29(3), 149-174, 1994. doi:10.1016/0143-974X(94)90060-4

3

Shu Xin Pin, "Capacity Analysis and Experimental Research of Steel Frame", Hunan University, Dissertation of Doctor Degree, 1992.

4

Xu Wei Liang, "Big Deformation Analysis and Experimental Research of Semi-rigid Connection Steel Frame", Hunan University, Dissertation of Doctor Degree, 1994.

5

Ren Hui Qi. "ANSYS7.0 Engineering Analysis Example Detailed Explanation". Bei Jin: Renmin Post and Telecommunications Press,2003.

6

Tan Jian Guo. "Usage ANSYS 6.0 Proceeding Finite Element Analysis". Bei Jin University Press,2002.

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