A platform for research: civil engineering, architecture and urbanism
A platform for research: civil engineering, architecture and urbanism
10.35: Influence of joint stiffness on the behaviour of steel bearing frame under fire conditions
The reaction of the bearing steel frame to the direct fire exposure associated with the influence of monotonically increasing temperature of the constituent components is considered in this paper. For the comparative purposes, the frames with beam‐to‐column joints differing in rigidity are analysed in detail. Depending on whether there are stiffening ribs present, and the location of these ribs if present, the fire resistance of the considered structural component is determined by its failure mode. This may occur as the local instability in the column web or as the destruction of the column flange or beam flange. The internal arrangement of the joint is also one of the factors determining the redistribution of internal forces generated in the frame components when subjected to fire conditions. To show this, the dependencies specifying the relationships between temperature of the frame components and the bending moments and axial forces induced in these components during fire are presented, discussed and mutually compared. These relationships are arrived at after the detailed analysis of a numerical example, in which fire behaviour of three similar steel frames differing in the beam‐to‐column joint rigidity is considered. In the first analysed case the joint without ribbing is examined, while in the second case a joint with horizontal ribs and in the third case a joint with horizontal and diagonal ribs are analysed. The relationships listed above are accompanied by corresponding relationships specifying the dependencies between the steel temperature and the frame beam deflection. Additionally, the rigidity of the flexible supports, modelling the resistance of the columns to the horizontal displacement of the joints, is differentiated in the analysis. In conclusion, it has been shown that the analysed types of the considered frame exhibit substantial differences in the predicted structural response if the joints applied in them and subjected to fire differ in rigidity. Specification of these differences and their qualitative and quantitative description constitute the main objective of this work.
10.35: Influence of joint stiffness on the behaviour of steel bearing frame under fire conditions
The reaction of the bearing steel frame to the direct fire exposure associated with the influence of monotonically increasing temperature of the constituent components is considered in this paper. For the comparative purposes, the frames with beam‐to‐column joints differing in rigidity are analysed in detail. Depending on whether there are stiffening ribs present, and the location of these ribs if present, the fire resistance of the considered structural component is determined by its failure mode. This may occur as the local instability in the column web or as the destruction of the column flange or beam flange. The internal arrangement of the joint is also one of the factors determining the redistribution of internal forces generated in the frame components when subjected to fire conditions. To show this, the dependencies specifying the relationships between temperature of the frame components and the bending moments and axial forces induced in these components during fire are presented, discussed and mutually compared. These relationships are arrived at after the detailed analysis of a numerical example, in which fire behaviour of three similar steel frames differing in the beam‐to‐column joint rigidity is considered. In the first analysed case the joint without ribbing is examined, while in the second case a joint with horizontal ribs and in the third case a joint with horizontal and diagonal ribs are analysed. The relationships listed above are accompanied by corresponding relationships specifying the dependencies between the steel temperature and the frame beam deflection. Additionally, the rigidity of the flexible supports, modelling the resistance of the columns to the horizontal displacement of the joints, is differentiated in the analysis. In conclusion, it has been shown that the analysed types of the considered frame exhibit substantial differences in the predicted structural response if the joints applied in them and subjected to fire differ in rigidity. Specification of these differences and their qualitative and quantitative description constitute the main objective of this work.
10.35: Influence of joint stiffness on the behaviour of steel bearing frame under fire conditions
Maslak, Mariusz (author) / Pazdanowski, Michal (author) / Wozniczka, Piotr (author)
ce/papers ; 1 ; 2811-2820
2017-09-01
10 pages
Article (Journal)
Electronic Resource
English
Modelling steel frame behaviour under fire conditions
| Elsevier | 1991
Behaviour of steel frames under fire conditions
| Online Contents | 1999
Behaviour of steel frames under fire conditions
| British Library Online Contents | 1999