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Design of semi-continuous composite steel–concrete beams at the fire limit state
AbstractA two-dimensional temperature analysis procedure based on the finite element method (FEM) is described and applied to steel–concrete composite beams. A computer program developed for the analysis is detailed. A strategy is also proposed for incorporating the influence of the partial resistance of the composite connections in reducing the sagging moment at central regions of the beam spans when the beam is calculated as semi-continuous. Finally, an example problem is discussed, comparing the design uniformly distributed loads that can be supported by a composite beam calculated as semi-continuous and with simply supported spans. The temperature distribution due to fire at the central region of the spans is taken as in the simplified procedure proposed in European Prestandard ENV 1994-1-2 [ENV 1994-1-2. Eurocode 4, Design of composite steel and concrete structures — Structural fire design. Brussels: European Committee for Standardization (CEN); 1994] and then obtained with the more rigorous calculation using the described numerical algorithm. It will be assumed that no ultimate limit state will occur due to shear force (web buckling) or due to bending moment at the hogging moment regions of the beam (web and bottom flange buckling or distortional lateral buckling).
Design of semi-continuous composite steel–concrete beams at the fire limit state
AbstractA two-dimensional temperature analysis procedure based on the finite element method (FEM) is described and applied to steel–concrete composite beams. A computer program developed for the analysis is detailed. A strategy is also proposed for incorporating the influence of the partial resistance of the composite connections in reducing the sagging moment at central regions of the beam spans when the beam is calculated as semi-continuous. Finally, an example problem is discussed, comparing the design uniformly distributed loads that can be supported by a composite beam calculated as semi-continuous and with simply supported spans. The temperature distribution due to fire at the central region of the spans is taken as in the simplified procedure proposed in European Prestandard ENV 1994-1-2 [ENV 1994-1-2. Eurocode 4, Design of composite steel and concrete structures — Structural fire design. Brussels: European Committee for Standardization (CEN); 1994] and then obtained with the more rigorous calculation using the described numerical algorithm. It will be assumed that no ultimate limit state will occur due to shear force (web buckling) or due to bending moment at the hogging moment regions of the beam (web and bottom flange buckling or distortional lateral buckling).
Design of semi-continuous composite steel–concrete beams at the fire limit state
Fakury, R.H. (author) / Las Casas, E.B. (author) / Pacífico F., F. Jr. (author) / Abreu, L.M.P. (author)
Journal of Constructional Steel Research ; 61 ; 1094-1107
2005-01-01
14 pages
Article (Journal)
Electronic Resource
English
Design of semi-continuous composite steel#8211concrete beams at the fire limit state
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