Effects of large displacements on the flexural-torsional buckling resistance of steel H-section beam-columns

2019 ◽  
pp. 848-853
Author(s):  
M.A. Gizejowski ◽  
Z. Stachura ◽  
M.D. Gajewski ◽  
R.B. Szczerba
Keyword(s):  
Large Displacements ◽  
Torsional Buckling ◽  
Beam Columns ◽  
Buckling Resistance ◽  
Flexural Torsional Buckling

scholarly journals A Consistent Ayrton-Perry Approach for the Flexural-Torsional Buckling Resistance Evaluation of Steel I-Section Members

2017 ◽  
Vol 25 (2) ◽  
pp. 89-105
Author(s):  
Marian Giżejowski ◽  
Zbigniew Stachura
Keyword(s):  
Design Procedure ◽  
Major Axis ◽  
Design Strategy ◽  
Design Criterion ◽  
Torsional Buckling ◽  
Beam Columns ◽  
Buckling Resistance ◽  
Eurocode 3 ◽  
Column Design ◽  
Flexural Torsional Buckling

Abstract Steel I-section members subjected to compression a monoaxial bending about the major axis are dealt with in this paper. The current Eurocode’s design procedure of such members is based on a set of two interpolation equations. In this paper a simple and yet consistent Ayrton-Perry methodology is presented that for beam-columns yields the Ayrton-Perry design strategy similar to that utilized in the steel Eurocodes for design of beams and columns but not used so far for the beam-column design. The results from developed design criterion are compared with those of Method 1 of Eurocode 3 and the Ayrton-Perry formulation of a different format that has been recently published.

A FURTHER STUDY OF FLEXURAL-TORSIONAL BUCKLING OF ELASTIC ARCHES

2005 ◽  
Vol 05 (02) ◽  
pp. 163-183 ◽  
Author(s):  
Y.-L. PI ◽  
M. A. BRADFORD ◽  
N. S. TRAHAIR ◽  
Y. Y. CHEN
Keyword(s):  
Virtual Work ◽  
Static Equilibrium ◽  
Specific Point ◽  
Torsional Buckling ◽  
Uniform Compression ◽  
Closed Form Solutions ◽  
First Order ◽  
Buckling Resistance ◽  
Equilibrium Approach ◽  
Flexural Torsional Buckling

This paper uses both a virtual work approach and a static equilibrium approach to study the elastic flexural-torsional buckling of circular arches under uniform bending, or under uniform compression. In most studies of the elastic flexural-torsional buckling of arches under uniform compression produced by uniformly-distributed radial loads, the directions of the radial loads are conventionally assumed not to change but to remain parallel to their initial directions during buckling. In practice, the uniform compression may be produced by hydrostatic loads or by uniformly-distributed radial loads that are directed to a specific point during buckling. In addition, there are discrepancies between existing solutions for the elastic flexural-torsional buckling moment and load of arches under uniform bending or under uniform compression which need to be clarified. Closed form solutions for the buckling moment and load are developed. The discrepancies among the existing solutions for the elastic flexural-torsional buckling moment and load of arches are clarified and the sources for the discrepancies are identified. It is found that the lateral components of hydrostatic loads and of uniformly-distributed radial loads that are always directed toward the center of the arch increase the flexural-torsional buckling resistance of an arch under uniform compression. It is also found that first-order buckling deformations are sufficient for static equilibrium approaches for the flexural-torsional buckling analysis of arches. The rational static equilibrium approach for the flexural-torsional buckling in the present study is effective.

Flexural-Torsional Buckling of Cantilever Strip Beam-Columns with Linearly Varying Depth

2010 ◽  
Vol 136 (6) ◽  
pp. 787-800 ◽  
Author(s):  
Noël Challamel ◽  
Anísio Andrade ◽  
Dinar Camotim ◽  
Branko M. Milisavlevich
Keyword(s):  
Torsional Buckling ◽  
Beam Columns ◽  
Flexural Torsional Buckling

scholarly journals Nonlocal Analysis of the Flexural–Torsional Stability for FG Tapered Thin-Walled Beam-Columns

Nanomaterials ◽  
2021 ◽  
Vol 11 (8) ◽  
pp. 1936
Author(s):  
Masoumeh Soltani ◽  
Farzaneh Atoufi ◽  
Foudil Mohri ◽  
Rossana Dimitri ◽  
Francesco Tornabene
Keyword(s):  
Power Law ◽  
Scale Effects ◽  
Nonlocal Parameter ◽  
Functionally Graded ◽  
Small Scale ◽  
Torsional Buckling ◽  
Beam Columns ◽  
Thin Walled ◽  
Torsional Stability ◽  
Flexural Torsional Buckling

This paper addresses the flexural–torsional stability of functionally graded (FG) nonlocal thin-walled beam-columns with a tapered I-section. The material composition is assumed to vary continuously in the longitudinal direction based on a power-law distribution. Possible small-scale effects are included within the formulation according to the Eringen nonlocal elasticity assumptions. The stability equations of the problem and the associated boundary conditions are derived based on the Vlasov thin-walled beam theory and energy method, accounting for the coupled interaction between axial and bending forces. The coupled equilibrium equations are solved numerically by means of the differential quadrature method (DQM) to determine the flexural–torsional buckling loads associated to the selected structural system. A parametric study is performed to check for the influence of some meaningful input parameters, such as the power-law index, the nonlocal parameter, the axial load eccentricity, the mode number and the tapering ratio, on the flexural–torsional buckling load of tapered thin-walled FG nanobeam-columns, whose results could be used as valid benchmarks for further computational validations of similar nanosystems.

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