Local and distortional buckling of thin-walled short columns

Kesti, Jyrki; Davies, John S.

doi:10.1016/s0263-8231(99)00003-8

Cited by 37 publications

(24 citation statements)

References 7 publications

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“…The effective area approach for local and distortional buckling also allows interaction with global buckling modes. Kesti and Davies (1999a) compared available test results of short columns with different cross-sections with the predictions of EC3, and they showed that the EC3 method gives reasonable results if the elastic distortional buckling stress is determined taking into account the actual column length and end boundary conditions by using, e.g. the generalized beam theory.…”

Section: Distortional Buckling Of Perforated Web-stiffened C-sectionsmentioning

confidence: 99%

Local and Distortional Buckling of Perforated Steel Wall Studs

Kesti

Davies

1999

Advances in Steel Structures (ICASS '99)

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The local and distortional buckling behaviour of flange and web-stiffened compression members was investigated. In particular, the behaviour of web-perforated sections was investigated both numerically and experimentally. Perforation reduces the perpendicular flexural stiffness of the web and thus particularly reduces the distortional buckling strength of the section. The main task of the research was to develop a design method for estimating the compression capacity of a perforated steel wall-stud under centric loading. The influence of the gypsum sheathing on the distortional buckling strength is also taken into account.It was shown that the method given in Eurocode 3 is quite rough and sometimes gives inaccurate results for estimating the elastic distortional buckling stress of both C-sections and intermediate stiffened plates. In the case of C-sections, the method developed by Lau and Hancock and the method developed by Schafer and Peköz correlate better with the results defined numerically. The Finite Strip Method (FSM) and Generalized Beam Theory (GBT) provided particularly good tools with which to analyze local and distortional buckling modes. It was also shown that interaction between different distortional buckling modes should be taken into account when analysing sections having both web and flange stiffeners.Distortional buckling stress of the web-perforated C-section with or without web stiffeners can be determined by replacing the perforated web part with an equivalent plain plate corresponding to the same perpendicular bending stiffness. Distortional buckling stress may be determined by some numerical method such as FSM or GBT. For the web-perforated C-section, an analytical method for the distortional buckling is also presented.Gypsum sheathing connections give rotational restraint to the wall-stud, thus improving distortional buckling strength. Some practical guidelines are given for calculating the rotational restraint. Buckling analysis showed that relatively small restraint may double the distortional buckling stress of the web-perforated section. Buckling analysis and experimental research showed that screw pitch also has a considerable effect on the distortional buckling stress. Using restraint values given by the connection tests, the predicted values for the gypsum board braced columns are in good accordance with the test results. In practical design, utilizing the gypsum board in the determination of the distortional buckling stress requires that the sheathing retains its capacity and stiffness for the expected service life of the structure. Furthermore, the connection characteristics should be carefully examined.Based on the results of the experimental and theoretical studies, design proposals were made for the design of compressed web-perforated steel wall studs. Some practical guidelines were also given for taking into account the gypsum sheathing. These design proposals are also valid for solid steel wall studs, especially for slender sections, which are sensitive to distortio...

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Section: Distortional Buckling Of Perforated Web-stiffened C-sectionsmentioning

confidence: 99%

Local and Distortional Buckling of Perforated Steel Wall Studs

Kesti

Davies

1999

Advances in Steel Structures (ICASS '99)

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“…When the methods employed in testing set are examined from the MAPE point of view for Eq. (19) Logan results produces the highest error of %33.04. The highest standard deviation of 0.2118 also takes place with Miler.…”

Section: Resultsmentioning

confidence: 94%

“…Two formulation of EDBS in functional form in terms of θ, h, b, d, t is given as follows in Eqs. (18) and (19). The expression tree of the Eq.…”

Section: Resultsmentioning

confidence: 99%

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Genetic programming-based formulation for distortional buckling stress of cold-formed steel members

Pala

2008

Journal of Constructional Steel Research

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“…This length must be large enough to avoid local buckling and significantly smaller than the actual length of column L in order to avoid interaction with global buckling. Analogously to the previous case, replacing the function of deflection (2) in the boundary conditions (19) leads to the equation of local (distortional) stability (20) of elements of the cross section which is related to the U profile (the same form holds for the C profile, but with different coefficients). …”

Section: Local Buckling Of the Columnmentioning

confidence: 99%

Design of Columns in Terms of Stability

Đelošević

Vukajlov

Tepic

et al. 2018

TFAMENA

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SummaryIn this paper, we investigate global and local stability of columns with an open and a closed thin-walled cross section. The proposed model of global stability is made of two deformable elements connected with an elastic joint. Stiffness of the elastic joint represents local discontinuity of the cross section of the column caused by the loss of stability of individual plates. The model of local stability of the columns is conceptualized on the principle of continuity of individual plates of the cross section. The coefficients of local buckling are defined as geometric parameters of the column with a rectangular hollow section (RHS) and a U-shaped cross section. The dominant parameters that influence the interactive behaviour of local and global buckling are the slenderness of plates and the column as a whole. The basic function of the developed models is to identify the stability mechanism in terms of better estimation of the critical force and higher load capacity.

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Local and distortional buckling of thin-walled short columns

Cited by 37 publications

References 7 publications

Local and Distortional Buckling of Perforated Steel Wall Studs

Local and Distortional Buckling of Perforated Steel Wall Studs

Genetic programming-based formulation for distortional buckling stress of cold-formed steel members

Design of Columns in Terms of Stability

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