Results 101 to 110 of about 2,066 (154)

Distortional Buckling Formulas for Channel Columns

Journal of Structural Engineering, 1987
Explicit analytical expressions are derived to predict the distortional buckling stress of thin-walled channel section columns with a range of section geometries, including column types used for industrial storage racks. The analytical expressions are based on an approximate model of the distortional buckling mode.
Sammy C. W. Lau, Gregory J. Hancock
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Station Square revisited: distortional buckling collapse

Canadian Journal of Civil Engineering, 1994
After failure of the roof of the new Save-on-Foods store at the Station Square development in Burnaby, British Columbia, Canada, the government of British Columbia established a commissioner inquiry to investigate the causes of collapse. Collapse was attributed to an undersized W610 × 113 beam in the cantilever-suspended span arrangement and ...
Hesham S. Essa, D. J. Laurie Kennedy
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Distortional buckling of channel beam-columns

Thin-Walled Structures, 2003
Abstract Cold-formed lipped channel sections have been widely used in light gauge steel construction. Among the several possible buckling modes, the distortional buckling mode involving rotational deformation of the flange–lip combination about the flange–web junction is often the strength-governing mode.
J.G. Teng, J. Yao, Y. Zhao
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Lateral–distortional buckling of monorails

Engineering Structures, 2009
Abstract This paper is concerned with the elastic lateral–distortional (LD) buckling of single span steel monorail I-beams and its influence on their design strengths. The distortion of a slender web reduces the elastic buckling resistance of an intermediate length beam below its flexural–torsional (FT) resistance.
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Channel Columns Undergoing Local, Distortional, and Overall Buckling

Journal of Structural Engineering, 2002
The paper presents design and numerical investigations into the strengths and behavior of cold-formed lipped channel columns using finite element analysis.
Young, B, Yan, J
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Distortional buckling of thin-web beam-columns

Engineering Structures, 1982
Abstract An approximate finite element method of analysis is developed for the distortional buckling of beam-columns. The member consists of a flexible web, to which is connected two rigid flange assemblies of arbitrary shape which remain undistorted during buckling.
Mark A. Bradford, Nicholas S. Trahair
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Lateral-Distortional Buckling of Hollow Flange Beams

Journal of Structural Engineering, 1997
While the flanges of cold-formed hollow flange beams (HFBs) are very stiff torsionally, their webs are comparatively flexible, and may allow web distortion effects to reduce their resistances to lateral buckling. There is no simple formulation for predicting the effects of web distortion on the lateral buckling of HFBs.
Y.-L. Pi, N. S. Trahair
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Inelastic distortional buckling of I-beams

Computers & Structures, 1986
A finite element method of analysis is developed for the inelastic distortional buckling of determinate, hot-rolled I-beams. The method permits an economic computer analysis to be made of inelastic distortional buckling of members under various conditions of loading, end support and restraint.
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Elastic distortional buckling of continuous I-beams

Journal of Constructional Steel Research, 1997
Abstract The buckling of thin-walled I-beams is usually treated as being either local or lateral. However, these two buckling modes may interact with each other, and this phenomenon is referred to as ‘distortional buckling’. An elastic distortional buckling analysis of a two-span continuous I-beam with a concentrated load in each span is considered ...
M.A. Bradford, X.P. Ge
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Distortional buckling resistance of cold-formed steel

Journal of the Brazilian Society of Mechanical Sciences and Engineering, 2014
The design of cold-formed steel structures is generally ruled by the ultimate buckling limit state. Most cold-formed steel profiles display open and rather thin-walled cross sections, which means that their structural behavior is strongly affected by buckling. On profiles with stiffened sections, such as C, Zee, rack and hat, there is the occurrence of
Igor Pierin, Valdir Pignatta Silva
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