Browsing by Author "Abdelkadir, Fellouh"
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- Axial buckling resistance of partially encased columnsPublication . Abdelkadir, Fellouh; Benlakehal, Nourredine O.; Piloto, P.A.G.; Ramos Gavilán, Ana Belén; Mesquita, L.M.R.Partially Encased Columns (PEC) present good axial buckling resistance under fire, mainly due to the presence of concrete between flanges. The presence of concrete increases the mass and thermal inertia of the member and changes the variation of the temperature field within the cross section, in both the steel and concrete. The elastic buckling load of PEC under fire conditions may be calculated by the balanced summation method and by the finite element method. This work compares the results from both solution methods and provides the validation of the three dimensional model for different fire ratings of 30 and 60 minutes.
- Axial buckling resistance of partially encased columnsPublication . Abdelkadir, Fellouh; Benlakehal, Nourredine O.; Piloto, P.A.G.; Ramos Gavilán, Ana Belén; Mesquita, L.M.R.Partially Encased Columns (PEC) present good axial buckling resistance under fire, mainly due to the presence of concrete between flanges. The presence of concrete increases the mass and thermal inertia of the member and changes the variation of the temperature field within the cross section, in both the steel and concrete. The elastic buckling load of PEC under fire conditions may be calculated by the balanced summation method and by the finite element method. This work compares the results from both solution methods and provides the validation of the three dimensional model for different fire ratings of 30 and 60 minutes.
- Load carrying capacity of partially encased columns for different fire ratingsPublication . Abdelkadir, Fellouh; Benlakehal, Nourredine O.; Piloto, P.A.G.; Ramos Gavilán, Ana Belén; Mesquita, L.M.R.Partially encased columns have significant fire resistant. However, it is not possible to assess the fíre resistance of such members simply by considering the temperature of the steel. The presence of concrete increases the mass and thermal inertia of the member and the variation of temperatures within the cross section, in both the steel and concrete components. The annex G of EN 1994-1-2 [1] allows to calculate the load carrying capacity of partially encased columns, for a specific fire rating time, considering the balanced summation method. New formulas will be used to calculate the plastic resistance to axial compression and the effective fíexural stiffness. These two parameters are used to calculate the buckling resistance, assuming the most appropriate buckling curve of EN1993-1-1 [2]. The finite element method is used to determine which curve best fits the buckling resistance for different fire ratings of 30, 60, 90 and 120 minutes.
- Stability of partially encased columns under firePublication . Abdelkadir, Fellouh; Benlakehal, Nourredine O.; Piloto, P.A.G.; Ramos Gavilán, Ana Belén; Mesquita, L.M.R.The stability of partially encased columns under fire is evaluated, based on two different methods. The simple calculation method is presented and depends on new simple formulae, based on two major hypotheses, safer than the current method proposed in EN1994-1-2. This document establishes a designing method that considers the contours of temperature within the cross section after 30, 60, 90 and 120 minutes under fire exposure. The cross section is divided into four components in which the mechanical property of the material changes with the average temperature and part of the material is also neglected. An advanced calculation method, fully three-dimensional, is used to compare the results of the axial critical load. The results agree very well for fire ratings of 30 and 60 minutes.
- Stability of partially encased columns under firePublication . Abdelkadir, Fellouh; Benlakehal, Nourredine O.; Piloto, P.A.G.; Ramos Gavilán, Ana Belén; Mesquita, L.M.R.The stability of partially encased columns under fire is evaluated, based on two different methods. The simple calculation method is presented and depends on new simple formulae, based on two major hypotheses, safer than the current method proposed in EN1994-1-2. This document establishes a designing method that considers the contours of temperature within the cross section after 30, 60, 90 and 120 minutes under fire exposure. The cross section is divided into four components in which the mechanical property of the material changes with the average temperature and part of the material is also neglected. An advanced calculation method, fully three-dimensional, is used to compare the results of the axial critical load. The results agree very well for fire ratings of 30 and 60 minutes.