Modelling of beam-to-column joints

Behaviour and modelling of partial‐strength beam‐to‐column composite joints for seismic applications

“…In the common case where beam sizes are governed by drift or alike design criteria, rather than flexural strength requirements, ductile partial strength connections allow the formation of a desirable beam hinging global frame mechanism, with large hysteretic energy dissipation capacity and reduced force demand on the columns [2]. The possibility of using partial strength connections as the main energy dissipative mechanism for the seismic resistance of frames has now been recognized in modern design codes [3][4][5].The behaviour of this type of structures heavily depends on the connection response and a significant portion of the research effort on steel-concrete composite frames with partial-strength beam-to-column joint has been devoted to the development of connection systems and the study of their behaviour under seismic and cyclic loading [6][7][8][9][10][11][12][13][14][15][16][17][18][19]. In the framework of two jointed European research projects [20][21][22], a partial-strength beam-to-column joint was proposed for moment resisting frames with partially encased composite columns in which energy dissipation is provided by both the column web panel zone and beam end plate connections (Figure 1(a)).…”

Moment‐resisting joints in high‐strength steel: areas for improvement in design standards

“…End plate joints transmit moments by coupling tension force(s) in the bolts with compression at the opposite flange. In the absence of an axial force, the flexural resistance for the joint design M j,Rd is calculated from simple equilibrium considerations: (5) where F tr,R is the resistance of bolt row r in the tension zone (subscript "d" indicates "design value"), which is taken as the least of the following values: (6) where F x,r,R is the resistance of component x (see Fig. 1b) at bolt row r. The F tr,Rd values are calculated starting at the top row and working down.…”

Mechanical modeling of the nonlinear response of beam-to-column joints

“…The intended scope of the modeling is the calculation of the joint M-ϕ curve or its characteristic properties of strength, initial rotational stiffness and rotational capacity. Various mechanical models have been proposed in the past for several connection typologies [2][3][4][5]8,[15][16][17][18][19].…”

“…In Fig. 6(a) the model of Huber & Tschemmernegg [17] for end-plate connections is depicted, which is referred to as ''Innsbruck model''. The components are identical to the ones of Eurocode 3 [19] model, the way they interconnect however differs.…”