Finite Strip Buckling and Nonlinear Analyses and Distortional Buckling Analysis of Thin-Walled Structural Members

1998 ◽  
pp. 225-289 ◽  
Author(s):  
G. J. Hancock
Keyword(s):  
Buckling Analysis ◽  
Structural Members ◽  
Distortional Buckling ◽  
Nonlinear Analyses ◽  
Finite Strip ◽  
Thin Walled

scholarly journals Constrained Finite Strip Method with Rigid Corner Element for the Buckling Analysis of Thin-Walled Members with Rounded Corners

2019 ◽  
Author(s):  
Zoltán Beregszászi ◽  
Sándor Ádány
Keyword(s):  
Buckling Analysis ◽  
Structural Members ◽  
Distortional Buckling ◽  
Modal Decomposition ◽  
Buckling Mode ◽  
Finite Strip ◽  
Strip Method ◽  
Finite Strip Method ◽  
Cold Formed Steel ◽  
Thin Walled

In this paper modal decomposition of the deformations of thin-walled structural members are discussed. Modal decomposition is a process which separates the characteristic behavior modes. If applied in buckling analysis, modal decomposition makes it possible to analyze pure global or pure distortional buckling or pure local-plate buckling. Ability to calculate critical loads to a pure buckling mode is highly useful in the design of thin-walled structural members, such as cold-formed steel beams or columns. Cold-formed steel profiles are always produced with rounded corners, and earlier studies showed that the now-used modal decomposition techniques of the constrained finite element method and generalized beam theory fail to lead to reasonable results if the rounded corners are directly modelled in the analysis. An extension to the constrained finite strip method is proposed and discussed. The proposal introduces rigid corner elements, which make it possible to perform the modal decomposition by the same process used for members with sharp corners, even if the rounded corners are directly modelled. The formulation of the proposal is summarized, then the rigid-corner approach is studied by an extended parametric study.

scholarly journals Buckling analysis of thin-walled members via semi-analytical finite strip transfer matrix method

2016 ◽  
Vol 8 (5) ◽  
pp. 168781401665034 ◽  
Author(s):  
Yu Zhang ◽  
Bin He ◽  
Li-Ke Yao ◽  
Jin Long
Keyword(s):  
Transfer Matrix ◽  
Transfer Matrix Method ◽  
Matrix Method ◽  
Buckling Analysis ◽  
Finite Strip ◽  
Thin Walled

Optical Measuring Technique for the Investigation of Built-Up Cold-Formed Steel Structural Members

2011 ◽  
Vol 473 ◽  
pp. 343-351 ◽  
Author(s):  
Iveta Georgieva ◽  
Luc Schueremans ◽  
Guido De Roeck ◽  
Lincy Pyl
Keyword(s):  
Local Buckling ◽  
Structural Members ◽  
Distortional Buckling ◽  
Residential Housing ◽  
3D Motion Analysis ◽  
Vertical Displacements ◽  
Global Buckling ◽  
Cold Formed Steel ◽  
Thin Walled ◽  
Displacement Transducers

The construction industry uses cold-formed steel (CFS) sheets in the form of galvanised thin-walled profiles and corrugated sheets. In the past decade, CFS profiles have been competing with their hot-rolled counterparts as primary structural members of industrial halls, office buildings and residential housing of up to 3-4 storeys. The spans and column heights achieved with CFS profiles are ever larger. Due to the large slenderness of these members, adequate strength and stability are necessary, as well as reliability in design. Thin-walled members go through buckling during all stages of their working life. Local buckling appears at loads sometimes much lower than the design load. Distortional buckling seriously reduces the member resistance. It interacts with warping and lateral-torsional buckling, being significant for these asymmetric open sections. To restrict these effects, builders employ double sections - usually two standard cold-formed shapes bolted together to form a built-up section. These sections have the advantages of symmetry, higher stability and strength. The design of built-up members involves many uncertainties - although the European standard includes guidelines on the prediction of local, distortional and global buckling, the partial integrity and interaction between the parts of the composed members is still not studied. To study the actual behaviour, built-up members are tested in bending. An optical device for 3D motion analysis measures the displacement of points of interest on the specimen. Two interacting cameras use parallax to obtain the position of an arbitrary number of reflective markers glued to the specimen. The device tracks the movement of the markers in a 3D coordinate system without any contact with the specimen. Standard displacement transducers measure vertical displacements to validate the results. The paper gives an appraisal of the applicability of the method, a summary of the difficulties faced and the outcome of the test campaign.

Elastic Distortional Buckling Stress of Steel Channel Column

2013 ◽  
Vol 405-408 ◽  
pp. 644-647
Author(s):  
Chun Gang Wang ◽  
Nai Wen Zhang ◽  
Ping Ma
Keyword(s):  
Compressive Load ◽  
Distortional Buckling ◽  
Finite Strip ◽  
Axial Compressive Load ◽  
Buckling Stress ◽  
Web Stiffeners ◽  
Thin Walled ◽  
The Web

In order to investigate the simple calculative method of channels with complex edge stiffeners for the elastic distortional buckling stress under axial compressive load, a total of 90 cold-formed thin-walled steel channels with Σstyle web stiffeners and complex edge stiffeners , channels with complex edge stiffeners and intermediate V type stiffeners in the web were analyzed by finite strip software CUFSM. The influence of the parameters for the elastic distortional buckling stress was analyzed. Simplified formulas for calculating the elastic distortional buckling stress of Σstyle channels with complex edge stiffeners, channels with complex edge stiffeners and intermediate V type stiffeners in the web under axial compressive load were provided. The availability of the formulas was verified.

Load-Carrying Capacity Estimation Methods for Cold-Formed Steel Lipped Channel Member Using Effective Width Method

2010 ◽  
Vol 163-167 ◽  
pp. 90-101 ◽  
Author(s):  
Xing You Yao ◽  
Yuan Qi Li ◽  
Zu Yan Shen
Keyword(s):  
Steel Structures ◽  
Channel Member ◽  
Effective Width ◽  
Structural Members ◽  
Distortional Buckling ◽  
Plate Buckling ◽  
Load Carrying ◽  
Cold Formed Steel ◽  
Buckling Coefficient ◽  
Thin Walled

Distortional buckling may occur for Cold-formed thin-walled steel lipped channel member except local buckling and overall buckling. The buckling of flange and lip are the important factor for the occurrence the distortional buckling. The different design codes have different design method for calculating plate buckling coefficient of flange and lip using the effective width method. So the effective width method in different codes are introduced and the load-carrying capacities of 100 lipped channel section compressive members collected from reference are computed using ‘Cold-formed steel structures (AS/NZS 4600:2005)’, ‘Supplementary rules for cold-formed members and sheeting(EN1993-1-3:2006)’, ‘North American specification for the design of cold-formed steel Structural Members(AISI-S100:2007)’, ‘Specification for the design of cold-formed steel structural members (AISI:1996)’ and ‘Technical code of cold-formed thin-walled steel structures’(GB50018-2002). The calculated results show that ‘Technical code of cold-formed thin-walled steel structures (GB50018-2002)’ and ‘Supplementary rules for cold-formed members and sheeting (EN1993-1-3:2006)’ are conservative and ‘Cold-formed steel structures (AS/NZS 4600:2005)’, ‘North American specification for the design of cold-formed steel Structural Members (AISI-S100:2007)’ and ‘Specification for the design of cold-formed steel structural members (AISI:1996)’ are unsafe. The elastic buckling stress of different lipped channel sections are predicted by finite strip program (CUFSM) and get the suggested calculation formula of plate buckling coefficient of flange according to regression Analysis. The calculated results using suggested plate buckling coefficient of flange are agree to test results.

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