Elastic Buckling of Steel Columns Under Axial Compression

Avcar, Mehmet

doi:10.11648/j.ajce.20140203.17

Cited by 30 publications

(36 citation statements)

References 43 publications

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“…A column of length L and height h is discretized using 51 finite elements and the material properties are taken as E=2×10 6 , =0.3. Here only Problem I is solved with A 0 =0.…”

Section: Numerical Resultsmentioning

confidence: 99%

“…Several researchers have tried to solve the strongest column problem analytically or by employing numerical techniques for different support and loading conditions [2][3][4][5]. However, the shear deformation, contribution of which becomes very important especially when the column length is short [2][3][4][5][6], has never been considered, even for the discrete optimization approaches. Also, this exclusion leads to thinner sections, which is important especially when optimizing statically indeterminate columns as the unimodal optimality condition leads to optimal designs where area vanishes at certain parts of the statically indeterminate columns.…”

Section: Introductionmentioning

confidence: 99%

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Unimodal Optimization of Axially Compressed Shear Deformable Columns

Cagdas

2019

International Journal of Computational and Experimental Science and Engineering

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In this study, the unimodal optimality conditions for axially compressed shear deformable columns are formulated and the optimal design problems defined are numerically solved using an iterative procedure based on the finite element method. The results presented show that the optimization results are more reliable than the ones obtained using classical beam theory as cross-sectional area does not vanish at points where the bending moment is equal to zero.

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“…A column of length L and height h is discretized using 51 finite elements and the material properties are taken as E=2×10 6 , =0.3. Here only Problem I is solved with A 0 =0.…”

Section: Numerical Resultsmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Unimodal Optimization of Axially Compressed Shear Deformable Columns

Cagdas

2019

International Journal of Computational and Experimental Science and Engineering

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“…Further developments and research on the system of differential equations for the bending-torisonal stability analysis of beams, thin walled columns and beam-columns were due to researches carried out by many scholars such as Wagner [16], Vlasov [17], Timoshenko and Gere [2], Alsayed [18], Zlatko [19], Trahair [20][21], Allen and Bulson [22], Chajes [23], Avcar [24], Wang et al [25], Det [26], Nwakali [27], Howlett [28], Zhu [29], and Al-Sheik [30].…”

Section: Introductionmentioning

confidence: 99%

Fourier Cosine Series Method for Solving the Generalized Elastic Thin-walled Column Buckling Problem for Dirichlet Boundary Conditions

Ike¹,

Onah²,

Mama³

et al. 2019

RCMA

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The Fourier cosine series method was used to obtain solutions to the generalized elastic thin-walled column buckling problem for the case of Dirichlet end boundary conditions. The problem is a boundary value problem given by a set of three coupled ordinary differential equations with three unknown displacement functions, and subject to the Dirichlet end boundary conditions. By choosing the origin of the longitudinal coordinate at the middle of the column, the Fourier cosine series was found to be a suitable shape function for the problem and hence the three displacement modal functions were represented using Fourier cosine series, with unknown modal amplitudes. The Fourier cosine series representation of the unknown displacement modal functions simplified the problem to an algebraic eigenvalue problem given by a set of homogenous algebraic equations whose nontrivial solution yielded the characteristic buckling equation. The stability equation was obtained as a third-degree polynomial for the asymmetric cross-sectioned column. For asymmetric cross-sections, the buckling modes were obtained as coupled flexural-torsional modes. For bisymmetric cross-sections, the buckling modes were uncoupled and failure could be flexural or flexural-torsional. For monosymmetric cross-sections, one of the buckling modes is uncoupled while the others are coupled; and failure could be by either Euler bending or bending-torsional buckling. The solutions obtained in this work agree with results obtained by previous researchers.

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“…Also, the effect of geometrical parameters on the buckling of different shaped ( e.g. rectangular ,square, circular, conical) columns[ 9, 10,11,12] have been studied. In this paper the effort has been made to analyze the buckling behavior of hollow mild steel column fix-fix end condition.…”

Section: Introductionmentioning

confidence: 99%

Effect of Geometrical Parameters on Buckling Strength of Mild Steel Column for Varying Wall Thickness

Kumar¹

2017

IJRET

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Buckling of a column depends on the various geometrical parameters and material. Buckling strength mainly depends on the crushing strength, area of cross section length and the radius of gyration. For the mild steel hollow columns having length and outer diameter same and different wall thickness, buckling load for fix-fix end condition decreases as the radius of gyration increases. It has also been observed that with increment in slenderness ratio (l/k) the wall thickness and buckling load increases.Additionally, buckling load decreases as the ratio of inner to outer diameter increases.--

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Elastic Buckling of Steel Columns Under Axial Compression

Cited by 30 publications

References 43 publications

Unimodal Optimization of Axially Compressed Shear Deformable Columns

Unimodal Optimization of Axially Compressed Shear Deformable Columns

Fourier Cosine Series Method for Solving the Generalized Elastic Thin-walled Column Buckling Problem for Dirichlet Boundary Conditions

Effect of Geometrical Parameters on Buckling Strength of Mild Steel Column for Varying Wall Thickness

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