scholarly journals Flexural–torsional buckling behaviour and design of cold-formed steel compression members at elevated temperatures

2014 ◽  
Vol 79 ◽  
pp. 149-168 ◽  
Author(s):  
Shanmuganathan Gunalan ◽  
Yasintha Bandula Heva ◽  
Mahen Mahendran
Keyword(s):  
Elevated Temperatures ◽  
Torsional Buckling ◽  
Compression Members ◽  
Cold Formed Steel ◽  
Flexural Torsional Buckling

Optimization of cold-formed steel pallet racking cross-sections for flexural–torsional buckling with constraints on the geometry

2009 ◽  
Vol 31 (11) ◽  
pp. 2711-2722 ◽  
Author(s):  
M.M. Pastor ◽  
M. Casafont ◽  
E. Chillarón ◽  
A. Lusa ◽  
F. Roure ◽  
...  
Keyword(s):  
Cross Sections ◽  
Torsional Buckling ◽  
Cold Formed Steel ◽  
Flexural Torsional Buckling

Experimental Study on Mechanical Behavior of Cold-Formed Steel Three Limbs Built-up Section Members

2010 ◽  
Vol 163-167 ◽  
pp. 651-654
Author(s):  
Tian Hua Zhou ◽  
Shao Feng Nie ◽  
Xiang Bin Liu ◽  
Guang Yi Li
Keyword(s):  
Experimental Study ◽  
Mechanical Behavior ◽  
Axial Compression ◽  
Local Buckling ◽  
Distortional Buckling ◽  
Torsional Buckling ◽  
Failure Characteristics ◽  
Compression Load ◽  
Cold Formed Steel ◽  
Flexural Torsional Buckling

18 specimens of cold-formed steel three limbs built-up section members are tested under axial compression load in this paper. The section forms are divided into two categories: A and B. Load-displacement (P-Δ) curves and failure characteristics of specimens are obtained. The results show that: As to section A members, the failure characteristics of LC, MC and SC series of specimens are flexural-torsional buckling, torsional buckling and distortional buckling, local buckling and distortional buckling. As to section B members, the failure characteristics of LC, MC series of specimens are flexural buckling, while local buckling and distortional buckling for members of SC series.

Flexural-Torsional Buckling of Double-Angle Compression Members

2013 ◽  
Vol 284-287 ◽  
pp. 1334-1339
Author(s):  
Jui Ling Liu ◽  
Dung M. Lue ◽  
Ching H. Lin
Keyword(s):  
Computer Program ◽  
Effective Length ◽  
Torsional Buckling ◽  
Easy Task ◽  
Routine Design ◽  
Compression Members ◽  
The Difference ◽  
Flexural Torsional Buckling ◽  
Torsion Condition

The evaluation for double-angle compression members is a tedious procedure and is not an easy task for practicing engineers. In this study, a computer program has been developed to calculate the Pu based on the AISC specifications. It is found that the calculated value is quite close to the tabulated one if effective length (KL) is longer than 10 feet. However, the Pu is not tabulated for effective length less than 10 feet in some lager sections. It is found that the differences between the calculated value and the interpolated value could be as much as 20%. Unfortunately, the difference errors are not on conservative side and the use of interpolated values is not acceptable in practice. This study evaluates all double-angle compressive formulas provided by the AISC manuals and the comparisons among them are presented. The Pu versus KL curves, in which effective lengths less than 10 feet are added and plotted. Some supplementary tabulated values, which required in routine design and not listed in current AISC design manuals, are also furnished. This study will fulfill the needs for those who seek higher performance and wider coverage when evaluating the design of double-angle compression members under flexural-torsion condition.

Thin-Walled Cold-Formed Steel Beams with Holes in Lateral Flexural-Torsional Buckling

2013 ◽  
Vol 743 ◽  
pp. 170-175 ◽  
Author(s):  
Marcela Karmazínová ◽  
Jindrich Melcher ◽  
Martin Horáček
Keyword(s):  
Cross Section ◽  
Stability Problem ◽  
Design Procedure ◽  
Steel Structures ◽  
Torsional Stiffness ◽  
Steel Beams ◽  
Torsional Buckling ◽  
Cold Formed Steel ◽  
Thin Walled ◽  
Flexural Torsional Buckling

In this paper the study on lateral flexural-torsional buckling of steel sigma-cross-section beams with web holes will be presented. The analysis of corresponding stability problem is based on general approach derived for a group of beams including at least mono-symmetric sections loaded transversally to their plane of symmetry. The effective flexural and torsional stiffness of steel beams with holes has been verified by tests. The results of theoretical analysis were compared with specification design procedure and also with actual behaviour of set of beams investigated by experiments. The study conclusions aim to become the background of the supplements to specified provisions for the design of steel structures.

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