The analysis and modelling of the ultimate behaviour of the beam to column connections is certainly one of the most studied topics in the field of design of steel structures. It is well known that, before the introduction of the concept of semi-rigidity [1,2], the design of the steel structures was performed under the limit assumptions of beam to column joints pinned or rigid. This resulted in a strong effort, in Europe more than in the United States, pro-vide to both theoretical and experimental research on the ultimate rotational behaviour of the joints which has led to the complete definition and codification of the component method. In this context, the joint’ components can be regarded as the macro-elements and the component method can be compared to the finite element method. With reference to the steel structures in seismic areas, in this paper addresses the issue of de-sign of the full strength – full ductility joint with extended end-plate. In addition, in order to illustrate the design procedure in detail, is developed in the following a numerical example concerning the design of the external joint of a multi-storey residential steel building. Finally, with the aim to validate the design procedure, a three-dimensional finite elements with ABAQUS 6.13 has been developed.
SEISMIC DESIGN OF FULL STRENGTH AND FULL DUCTILITY BEAM-COLUMN CONNECTIONS
PILUSO, Vincenzo;RIZZANO, Gianvittorio;LATOUR, MASSIMO;FRANCAVILLA, ANTONELLA BIANCA
2015-01-01
Abstract
The analysis and modelling of the ultimate behaviour of the beam to column connections is certainly one of the most studied topics in the field of design of steel structures. It is well known that, before the introduction of the concept of semi-rigidity [1,2], the design of the steel structures was performed under the limit assumptions of beam to column joints pinned or rigid. This resulted in a strong effort, in Europe more than in the United States, pro-vide to both theoretical and experimental research on the ultimate rotational behaviour of the joints which has led to the complete definition and codification of the component method. In this context, the joint’ components can be regarded as the macro-elements and the component method can be compared to the finite element method. With reference to the steel structures in seismic areas, in this paper addresses the issue of de-sign of the full strength – full ductility joint with extended end-plate. In addition, in order to illustrate the design procedure in detail, is developed in the following a numerical example concerning the design of the external joint of a multi-storey residential steel building. Finally, with the aim to validate the design procedure, a three-dimensional finite elements with ABAQUS 6.13 has been developed.I documenti in IRIS sono protetti da copyright e tutti i diritti sono riservati, salvo diversa indicazione.
