Cross-sectional capacity and flexural buckling resistance under fire conditions

Stahlbau ◽  
2014 ◽  
Vol 83 (9) ◽  
pp. 657-667 ◽  
Author(s):  
Markus Knobloch ◽  
Jacqueline Pauli ◽  
Diego Somaini ◽  
Andrea Frangi
Keyword(s):  
Cross Sectional ◽  
Flexural Buckling ◽  
Buckling Resistance ◽  
Fire Conditions

Cross-sectional properties of cold-formed angles

1984 ◽  
Vol 11 (3) ◽  
pp. 649-655 ◽  
Author(s):  
Murty K. S. Madugula ◽  
Sujit K. Ray
Keyword(s):  
Key Words ◽  
Cross Sectional Area ◽  
Sectional Area ◽  
Cross Sectional ◽  
Buckling Loads ◽  
Moments Of Inertia ◽  
Flexural Buckling ◽  
Failure Loads ◽  
Shear Centre

Cross-sectional properties of both equal and unequal leg cold-formed angle sections are presented. Besides cross-sectional area, location of centroid, moments of inertia, and torsional constant, the properties listed include the location of shear centre and the magnitude of warping constant. These two latter properties are required for determining failure loads of angles subjected to torsional–flexural buckling. Also listed are two important parameters, β1, and β2, that are required for the calculation of theoretical buckling loads of eccentrically loaded columns. Key words: buckling, cold-formed angles, columns, cross-sectional properties, shear centre, stability, torsional–flexural buckling, warping constant.

scholarly journals 10.33: Flexural buckling behaviour of high strength steel columns under fire conditions

ce/papers ◽  
2017 ◽  
Vol 1 (2-3) ◽  
pp. 2797-2805
Author(s):  
Dorothy A. Winful ◽  
Sheida Afshan ◽  
Katherine A. Cashell ◽  
Adrienne M. Barnes ◽  
Richard J. Pargeter
Keyword(s):  
High Strength Steel ◽  
High Strength ◽  
Steel Columns ◽  
Flexural Buckling ◽  
Fire Conditions

scholarly journals Numerical analysis of flexural buckling resistance of non-uniform compression members

2017 ◽  
Vol 60 (3) ◽  
pp. 3-14
Author(s):  
Aljosa Filipovic ◽  
Jelena Dobric ◽  
Milan Spremic ◽  
Zlatko Markovic ◽  
Nina Gluhovic
Keyword(s):  
Numerical Analysis ◽  
Uniform Compression ◽  
Flexural Buckling ◽  
Compression Members ◽  
Buckling Resistance

Lateral-torsional buckling of girders with class 4 web: Investigation of coupled instability in EC3-based design approach

2020 ◽  
Vol 23 (11) ◽  
pp. 2442-2457
Author(s):  
Noémi Seres ◽  
Krisztina Fejes
Keyword(s):  
Cross Sections ◽  
Slenderness Ratio ◽  
Limit State ◽  
General Definition ◽  
Ultimate Limit State ◽  
Lateral Torsional Buckling ◽  
Torsional Buckling ◽  
Cross Sectional ◽  
Plate Buckling ◽  
Buckling Resistance

This article focuses on the lateral-torsional buckling resistance of girders with slender, class 4 cross-sections with a research aim to check the accuracy of the design resistance model of EN1993-1-1 and EN1993-1-5 on the coupled instability of lateral-torsional buckling and local plate buckling resistances. The current Eurocode-based design method considers in the effective cross-sectional resistance calculation that yield strength is reached in the extreme fibre of the cross-section, and the reduction factor [Formula: see text] related to local plate buckling is calculated based on this assumption. However, if lateral-torsional buckling occurs, maximum stress in the web can be significantly smaller at the ultimate limit state which is not considered in the effective cross-sectional resistance calculation. On the other side, EN1993-1-1 proposes to consider the effective bending moment resistance in the relative slenderness calculation of lateral-torsional buckling, which is in contradiction with the general definition of the relative slenderness ratio [Formula: see text], which should refer to the plastic resistance divided by the critical load of the structure. This article aims to check if the current Eurocode-based design rules need improvement and to check the effect of the above-mentioned specific issues on the calculated lateral-torsional buckling resistance. An extensive numerical research programme is executed to check and compare the lateral-torsional buckling resistance of class 3 (as reference) and class 4 cross-sections, and results are compared to Eurocode-based design models.

scholarly journals Cross-Sectional Performance of Hollow Square Prisms with Rounded Edges

Symmetry ◽  
2020 ◽  
Vol 12 (6) ◽  
pp. 996
Author(s):  
Hiroyuki Shima ◽  
Nao Furukawa ◽  
Yuhei Kameyama ◽  
Akio Inoue ◽  
Motohiro Sato
Keyword(s):  
Mechanical Properties ◽  
Mathematical Model ◽  
Cross Sections ◽  
Cross Sectional ◽  
Hollow Section ◽  
Buckling Resistance ◽  
The Cross ◽  
The Stability ◽  
External Forces ◽  
Sectional Shape

Hollow-section columns are one of the mechanically superior structures with high buckling resistance and high bending stiffness. The mechanical properties of the column are strongly influenced by the cross-sectional shape. Therefore, when evaluating the stability of a column against external forces, it is necessary to reproduce the cross-sectional shape accurately. In this study, we propose a mathematical method to describe a polygonal section with rounded edges and vertices. This mathematical model would be quite useful for analyzing the mechanical properties of plants and designing plant-mimicking functional structures, since the cross-sections of the actual plant culms and stems often show rounded polygons.

The Limitations of Wide Strut Analyses for Determination of the Optimum Proportions of Panels Having Unflanged Integral Stiffeners

1969 ◽  
Vol 73 (706) ◽  
pp. 888-890 ◽  
Author(s):  
M. E. Grayley
Keyword(s):  
Buckling Load ◽  
Local Instability ◽  
Cross Sectional ◽  
Flexural Buckling ◽  
Euler Buckling ◽  
The Cross

Determination of the cross-sectional dimensions of panels of least weight typically follows the procedure set out by D. J. Farrar in this JOURNAL 20 years ago. Farrar made the assumption that for panels of least weight the flexural and local instability stresses were coincident. Using this he investigated the Z-section stringer-skin combination and later, using the same method, E. J. Catchpole studied the panel having unflanged integral stiffeners. In both cases the panel is treated as a wide strut, i.e. the flexural buckling load was taken to be the Euler buckling load, no account being taken of the effect of edge restraint.

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