The Experts below are selected from a list of 9969 Experts worldwide ranked by ideXlab platform
Dinar Camotim - One of the best experts on this subject based on the ideXlab platform.
-
buckling analysis of unbranched thin walled Members generalised beam theory and constrained finite strip method
2006Co-Authors: Sandor Adany, Nuno Silvestre, Dinar CamotimAbstract:The load-carrying capacity of thin-walled Members is often governed by buckling phenomena. Usually, three main families of buckling phenomena/modes are considered: (i) global buckling, in which the Member Axis deforms (e.g., flexural or lateral-torsional buckling), (ii) local-plate buckling, involving only plate (wall) bending, and (iii) distortional buckling, combining wall bending with crosssection distortion the last two phenomena are sometimes jointly described as “local buckling”. Although there exist several numerical and/or analytical methods to determine the buckling load/moment values and the associated buckling mode shapes, it is fair to state that only generalised beam theory (GBT) and the constrained finite strip method (cFSM) are able to perform this task for isolated (“pure”) or arbitrarily combined (“coupled”) modes. Although both methods lead to very similar solutions, (i) GBT is a generalisation of classical beam theories that includes additional degrees of freedom to allow for cross-section deformation, whilst (ii) cFSM is a specialisation of the classical plate theory that carefully selects constraints in order to force the Member to deform (buckle) according to pre-defined configurations. This paper provides an in-depth comparison between the fundamentals of the two above approaches (GBT / cFSM), focusing on (i) their mechanical assumptions and domains of application, and (ii) the procedures adopted. This will contribute to a better understanding of both methods and the phenomena that they aim to uncover, thus paving the way to the development of more efficient tools for the analysis and design of thin-walled Members. In order to illustrate the GBT / cFSM comparison, the local, distortional and global buckling behaviours of lipped channel columns (see Figure 1) and beams are analysed in detail. As one would expect, there is a virtually perfect coincidence between the two sets of buckling results. Open image in new window Figure 1 Variation of the buckling load P b with the column length L
Sandor Adany - One of the best experts on this subject based on the ideXlab platform.
-
buckling analysis of unbranched thin walled Members generalised beam theory and constrained finite strip method
2006Co-Authors: Sandor Adany, Nuno Silvestre, Dinar CamotimAbstract:The load-carrying capacity of thin-walled Members is often governed by buckling phenomena. Usually, three main families of buckling phenomena/modes are considered: (i) global buckling, in which the Member Axis deforms (e.g., flexural or lateral-torsional buckling), (ii) local-plate buckling, involving only plate (wall) bending, and (iii) distortional buckling, combining wall bending with crosssection distortion the last two phenomena are sometimes jointly described as “local buckling”. Although there exist several numerical and/or analytical methods to determine the buckling load/moment values and the associated buckling mode shapes, it is fair to state that only generalised beam theory (GBT) and the constrained finite strip method (cFSM) are able to perform this task for isolated (“pure”) or arbitrarily combined (“coupled”) modes. Although both methods lead to very similar solutions, (i) GBT is a generalisation of classical beam theories that includes additional degrees of freedom to allow for cross-section deformation, whilst (ii) cFSM is a specialisation of the classical plate theory that carefully selects constraints in order to force the Member to deform (buckle) according to pre-defined configurations. This paper provides an in-depth comparison between the fundamentals of the two above approaches (GBT / cFSM), focusing on (i) their mechanical assumptions and domains of application, and (ii) the procedures adopted. This will contribute to a better understanding of both methods and the phenomena that they aim to uncover, thus paving the way to the development of more efficient tools for the analysis and design of thin-walled Members. In order to illustrate the GBT / cFSM comparison, the local, distortional and global buckling behaviours of lipped channel columns (see Figure 1) and beams are analysed in detail. As one would expect, there is a virtually perfect coincidence between the two sets of buckling results. Open image in new window Figure 1 Variation of the buckling load P b with the column length L
Nuno Silvestre - One of the best experts on this subject based on the ideXlab platform.
-
buckling analysis of unbranched thin walled Members generalised beam theory and constrained finite strip method
2006Co-Authors: Sandor Adany, Nuno Silvestre, Dinar CamotimAbstract:The load-carrying capacity of thin-walled Members is often governed by buckling phenomena. Usually, three main families of buckling phenomena/modes are considered: (i) global buckling, in which the Member Axis deforms (e.g., flexural or lateral-torsional buckling), (ii) local-plate buckling, involving only plate (wall) bending, and (iii) distortional buckling, combining wall bending with crosssection distortion the last two phenomena are sometimes jointly described as “local buckling”. Although there exist several numerical and/or analytical methods to determine the buckling load/moment values and the associated buckling mode shapes, it is fair to state that only generalised beam theory (GBT) and the constrained finite strip method (cFSM) are able to perform this task for isolated (“pure”) or arbitrarily combined (“coupled”) modes. Although both methods lead to very similar solutions, (i) GBT is a generalisation of classical beam theories that includes additional degrees of freedom to allow for cross-section deformation, whilst (ii) cFSM is a specialisation of the classical plate theory that carefully selects constraints in order to force the Member to deform (buckle) according to pre-defined configurations. This paper provides an in-depth comparison between the fundamentals of the two above approaches (GBT / cFSM), focusing on (i) their mechanical assumptions and domains of application, and (ii) the procedures adopted. This will contribute to a better understanding of both methods and the phenomena that they aim to uncover, thus paving the way to the development of more efficient tools for the analysis and design of thin-walled Members. In order to illustrate the GBT / cFSM comparison, the local, distortional and global buckling behaviours of lipped channel columns (see Figure 1) and beams are analysed in detail. As one would expect, there is a virtually perfect coincidence between the two sets of buckling results. Open image in new window Figure 1 Variation of the buckling load P b with the column length L
Jongyoung Song - One of the best experts on this subject based on the ideXlab platform.
-
cracking analysis of rc Members using polynomial strain distribution function
Engineering Structures, 2002Co-Authors: Hyogyoung Kwak, Jongyoung SongAbstract:Abstract In this paper, an analytical model which can simulate the post-cracking behavior and tension stiffening effect in a reinforced concrete (RC) tension Member is proposed. Unlike the classical approaches using the bond stress–slip relationship or the assumed bond stress distribution, the tension stiffening effect at the post-cracking stage is quantified on the basis of polynomial strain distribution functions of steel and concrete, and its contribution is implemented into the reinforcing steel. The loads carried by concrete and by reinforcing steel along the Member Axis can be directly evaluated on the basis of the introduced model. The prediction of cracking loads and elongations of reinforcing steel using the introduced model shows good agreement with results from previous analytical studies and experimental data. Through extension of the introduced tension stiffening model defined for tension Member, a descending branch in the tension region of the concrete stress–strain relation is constructed to simulate the tension stiffening effect in RC Members subjected to bending moments. Finally, correlation studies between analytical results and experimental values from idealized RC slab tests are conducted to verify the validity of the proposed model.
Hyogyoung Kwak - One of the best experts on this subject based on the ideXlab platform.
-
cracking analysis of rc Members using polynomial strain distribution function
Engineering Structures, 2002Co-Authors: Hyogyoung Kwak, Jongyoung SongAbstract:Abstract In this paper, an analytical model which can simulate the post-cracking behavior and tension stiffening effect in a reinforced concrete (RC) tension Member is proposed. Unlike the classical approaches using the bond stress–slip relationship or the assumed bond stress distribution, the tension stiffening effect at the post-cracking stage is quantified on the basis of polynomial strain distribution functions of steel and concrete, and its contribution is implemented into the reinforcing steel. The loads carried by concrete and by reinforcing steel along the Member Axis can be directly evaluated on the basis of the introduced model. The prediction of cracking loads and elongations of reinforcing steel using the introduced model shows good agreement with results from previous analytical studies and experimental data. Through extension of the introduced tension stiffening model defined for tension Member, a descending branch in the tension region of the concrete stress–strain relation is constructed to simulate the tension stiffening effect in RC Members subjected to bending moments. Finally, correlation studies between analytical results and experimental values from idealized RC slab tests are conducted to verify the validity of the proposed model.