Post-buckling behaviour and strength of cold-formed steel lipped channel columns experiencing distortional/global interaction

Dinis, Pedro Borges; Camotim, Dinar

doi:10.1016/j.compstruc.2010.11.015

Cited by 63 publications

(38 citation statements)

References 17 publications

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“…Stiffeners change the section profile and enhance the resistance of the section. Very recently, Dinis and his research team [11][12][13][14][15] conducted a series of studies on local-distortional-global interaction, post-buckling behaviour and interactive failure analysis in distortional buckling of cold-formed steel lipped channel column. Investigations on selection of the geometric imperfection in numerical analysis of cold-formed steel rack columns were carried out by Bonada et al [16].…”

Section: Review Of Literaturementioning

confidence: 99%

Behaviour of Partially Closed Stiffened Cold-Formed Steel Compression Member

Manikandan¹,

Arun²

2016

Arab J Sci Eng

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Usually, thin-walled open column sections have an intrinsic weakness in their low torsional strength, which is unpleasant for resistance of an open section. The distortion behaviour of cold-formed steel open section has a significant role in structural steel design. Hence, initiativeness is made for converting partially closed section by adding simple spacer plates connected with self-tapping screws. The intend of this work is tested to estimate the competence of this solution by comparing the strength and performance of partially closed and open stiffened complex channel section under axial compression. The buckling characteristics of the section are computed using the linear elastic buckling analysis program CUFSM. The resistance and behaviour of the intermediate columns are examined in detail using finite element analysis software ANSYS. A good conformity between finite element analysis and experiments is found. The nominal design capacities are evaluated using the necessities of the direct strength method, North American iron and steel specification and Indian standard and are compared with those from test and finite element analysis. After this verification of the numerical model, a crucial parametric study is carried out to inspect the effect of vitiations on thickness, depth, spacing and slenderness of spacer plates. The particulars of this study and results are offered in this research article.

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Section: Review Of Literaturementioning

confidence: 99%

Behaviour of Partially Closed Stiffened Cold-Formed Steel Compression Member

Manikandan¹,

Arun²

2016

Arab J Sci Eng

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“…Table 4 gives the average distortional nominal capacities N cd and elastic buckling loads N od of the ''optimum'' columns for 10 runs. The close values between distortional and global buckling capacities are likely to generate buckling interaction between these two modes and therefore decrease the capacity N c of the cross-sections [23]. The distortional/global buckling interaction could be considered in the DSM by replacing N y by N ce when calculating the non-dimensional slenderness ratio l d and in Eqs.…”

Section: Generalmentioning

confidence: 99%

Self-shape optimisation application: Optimisation of cold-formed steel columns

Gilbert

Savoyat

Teh

2012

Thin-Walled Structures

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a b s t r a c tThis paper presents the optimisation of cold-formed steel open columns using the recently developed self-shape optimisation method that aims to discover new profile shapes. The strength of the coldformed steel sections is calculated using the Direct Strength Method, and the rules developed in the present work to automatically determine the local and distortional elastic buckling stresses from the Finite Strip and constrained Finite Strip Methods are discussed. The rules are verified against conventional and optimum sections yielded in this research, and found to accurately predict the elastic buckling stresses. The optimisation method is applied to singly-symmetric (mono-symmetric) cold-formed steel columns, and the operators behind the method for the special case of singlysymmetric open profiles are introduced in this paper. ''Optimum'' cross-sections for simply supported columns, 1.2 mm thick, free to warp and subjected to a compressive axial load of 75 kN are presented for column lengths ranging from 1000 to 2500 mm. Results show that the optimum cross-sections are found in a relatively low number of generations, and typically shape to non-conventional ''bean'', ''oval'' or rounded ''S'' sections. The algorithm optimises for distortional and global buckling, therefore likely subjecting the cross-sections to buckling interaction. A manual attempt to redraw the ''optimum'' cross-sections to include limitations of current manufacturing processes is made. Future developments of the method for practical applications are also discussed.

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“…They often operate in a complex loading environment and a realistic evaluation of their structural performance requires to account for the presence of local, distortional and global behaviors and their interactions [2][3][4][5]. For these reasons the use of classical beam models is often not effective and resorting to refined formulations becomes unavoidable.…”

Section: Introductionmentioning

confidence: 99%