Abstract
Extended end-plate (EP) bolted connections are widely used in steel structures as moment-resisting connections. Most of these connections are semi-rigid or in other words flexible. The paper aims to study the behavior of such connections under the effect of column top-side cyclic loading using the finite element (FE) method. For semi-rigid connections, it is very vital to determine the moment-rotation relationship as well as the connection stiffness. These beam-column connections have been parametrically studied, the effect of joint type, shear forces, diameter of bolt, thickness of end-plate, and end-plate style were studied. Parametric studies show that the panel zone shear force is the key factor and has a significant effect on the connection stiffness. Finally, based on the component method, the stiffness of the bending component is improved, and the initial stiffness calculation model of the connection under column top-side cyclic loadings is established. The results show that the calculation model is in good agreement with the finite element analyses, and this proves that the calculation model proposed in this study could act as a reference method.
Highlights
Both the 1994 Northridge earthquake and the 1995 Hyogoken-Nanbu earthquake [1,2,3,4,5] resulted in widespread and unanticipated failures in steel frame beam-column welded joints
Krishnamurthy, N. et al [9] used flexible bolt connections for the first time in the United States, who developed a 3D finite element (FE) analysis model and analyzed the influence of the end-plate thickness on the bolt connections; while Shi, G. et al [10] compared the influence of dimensional parameters on the joint performance of eight flushes and extended end-plates and analyzed that the joint rotation mainly derives from the relative deformation between the end-plate and the column flange and the shearing deformation of the panel zone, respectively
The model contains intermediate column (IC) joints and edge column (EC) joints with the same size information, and the number of models each accounts for half; The beam of FE model uses the same section (H300 × 200 × 8 × 12 mm), The specific parameters: two groups of column profile (H300 × 300 × 10 × 15 mm and H300 × 250 × 8 × 12 mm), the beam length (800, 1500 mm), the thickness of the end-plates (12, 16 and 20 mm), the diameter of the bolts (16, 20 and 24 mm) and the end-plate styles S1 and S2, Refer to Figure 12 for specific configuration information
Summary
Both the 1994 Northridge earthquake and the 1995 Hyogoken-Nanbu earthquake [1,2,3,4,5] resulted in widespread and unanticipated failures in steel frame beam-column welded joints. The semi-rigidity of the beam-column joint means that the relative rotation changes when the joint is subjected to certain moment, and the joint has certain rotational stiffness. Krishnamurthy, N. et al [9] used flexible bolt connections for the first time in the United States, who developed a 3D FE analysis model and analyzed the influence of the end-plate thickness on the bolt connections; while Shi, G. et al [10] compared the influence of dimensional parameters on the joint performance of eight flushes and extended end-plates and analyzed that the joint rotation mainly derives from the relative deformation between the end-plate and the column flange and the shearing deformation of the panel zone, respectively. W. et al [11] used experiments and FE methods to analyze the space frame, considering the flexural resistance performance of the plane
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