Abstract
Bolted end-plate steel connections have become more popular due to ease of fabrication. This paper presents a three dimension Finite Element Model (FEM), using the multi-purpose software ABAQUS, to study the effect of different geometrical parameters on the ultimate behavior of the connection. The proposed model takes into account material and geometrical non-linearities, initial imperfection, contact between adjacent surfaces and the pretension force in the bolts. The Finite Element results are calibrated with published experimental results ''briefly reviewed in this paper'' and verified that the numerical model can simulate and analyze the overall and detailed behavior of different types of bolted end-plate steel connections. Using verified FEM, parametric study is then carried out to study the ultimate behavior with variations in: bolt diameter, end-plate thickness, length of column stiffener, angle of rib stiffener. The results are examined with respect to the failure modes, the evolution of the resistance, the initial stiffness, and the rotation capacity. Finally, the ultimate behavior of the bolted end-plate steel connection is discussed in detail, and recommendations for the design purpose are made.
Highlights
Extended end-plate connections are widely used in steel structures as moment resistance connections and as an alternative to fully welded ones that has been considered for use in steel frames
The lowest initial stiffness, ultimate moment, and rotation capacity are found in the case when bolt diameter of 20 mm is used
Increasing bolt diameter from 24 to 27 mm increases the initial stiffness, the ultimate moment and the rotation capacity by about 5.4%, 3.5% and 3.5%, respectively. 5.2 Effect of End-Plate Thickness Figure 10 shows the effect of different end-plate thickness on the initial stiffness, the ultimate moment, and the rotation capacity for the shown connection type
Summary
Extended end-plate connections are widely used in steel structures as moment resistance connections and as an alternative to fully welded ones that has been considered for use in steel frames. End-plate connections are commonly classified as semi-rigid joints, because the concept of perfect rigid or pinned is a pure theoretical point of view. These connections should be classified in terms of relationship between the moment transmitted by the connection and their rotation in the plane of connection. According to Euro Code 3 (2003) and most researches; it can be classified by its rotational stiffness, strength and ductility
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