scholarly journals Numerical analysis of flexural buckling resistance of non-uniform compression members

2017 ◽  
Vol 60 (3) ◽  
pp. 3-14
Author(s):  
Aljosa Filipovic ◽  
Jelena Dobric ◽  
Milan Spremic ◽  
Zlatko Markovic ◽  
Nina Gluhovic
Keyword(s):  
Numerical Analysis ◽  
Uniform Compression ◽  
Flexural Buckling ◽  
Compression Members ◽  
Buckling Resistance

Cross-sectional capacity and flexural buckling resistance under fire conditions

Stahlbau ◽  
2014 ◽  
Vol 83 (9) ◽  
pp. 657-667 ◽  
Author(s):  
Markus Knobloch ◽  
Jacqueline Pauli ◽  
Diego Somaini ◽  
Andrea Frangi
Keyword(s):  
Cross Sectional ◽  
Flexural Buckling ◽  
Buckling Resistance ◽  
Fire Conditions

Buckling resistance of compression members with back‐to‐back connected angle sections

ce/papers ◽  
2021 ◽  
Vol 4 (2-4) ◽  
pp. 2132-2139
Author(s):  
André Beyer ◽  
Alain Bureau ◽  
Jean‐Pierre Jaspart
Keyword(s):  
Compression Members ◽  
Buckling Resistance

scholarly journals Beam-Column In-Plane Resistance Based on the Concept of Equivalent Geometric Imperfections

2016 ◽  
Vol 62 (4) ◽  
pp. 35-72 ◽  
Author(s):  
M.A. Giżejowski ◽  
R.B. Szczerba ◽  
M.D. Gajewski ◽  
Z. Stachura
Keyword(s):  
Structural Elements ◽  
Nonlinear Analyses ◽  
Geometric Imperfections ◽  
Beam Columns ◽  
Compression Members ◽  
Principal Axes ◽  
Buckling Resistance ◽  
The Stability ◽  
Hot Rolled ◽  
General Method

AbstractAssessment of the flexural buckling resistance of bisymmetrical I-section beam-columns using FEM is widely discussed in the paper with regard to their imperfect model. The concept of equivalent geometric imperfections is applied in compliance with the so-called Eurocode’s general method. Various imperfection profiles are considered. The global effect of imperfections on the real compression members behaviour is illustrated by the comparison of imperfect beam-columns resistance and the resistance of their perfect counterparts. Numerous FEM simulations with regard to the stability behaviour of laterally and torsionally restrained steel structural elements of hot-rolled wide flange HEB section subjected to both compression and bending about the major or minor principal axes were performed. Geometrically and materially nonlinear analyses, GMNA for perfect structural elements and GMNIA for imperfect ones, preceded by LBA for the initial curvature evaluation of imperfect member configuration prior to loading were carried out. Numerical modelling and simulations were conducted with use of ABAQUS/Standard program. FEM results are compared with those obtained using the Eurocode’s interaction criteria of Method 1 and 2. Concluding remarks with regard to a necessity of equivalent imperfection profiles inclusion in modelling of the in-plane resistance of compression members are presented.

Analysis and design of rehabilitated built-up hybrid steel compression members

2008 ◽  
Vol 35 (12) ◽  
pp. 1375-1387 ◽  
Author(s):  
Katherine K.-W. Shek ◽  
F. Michael Bartlett
Keyword(s):  
Numerical Analysis ◽  
Analysis Model ◽  
Dead Load ◽  
Design Code ◽  
Analysis And Design ◽  
Compression Members ◽  
Current Design ◽  
Parametric Studies ◽  
Compressive Resistance ◽  
Cover Plates

Compression members in steel bridges designed before 1960 may be deficient according to current design code requirements and so require strengthening. This paper explores the response of steel wide-flange columns reinforced with new steel flange cover plates, accounting for: residual and locked-in dead-load stresses; different yield strengths of the original W shape and the new cover plates; initial out-of-straightness; and load eccentricity at the member ends. A refined numerical analysis model is formulated and validated that computes the compressive resistance from principles of equilibrium, compatibility, and force–deformation relationships. Parametric studies conducted indicate that the capacity of the reinforced column is relatively insensitive to the magnitude of the locked-in dead-load stress in the original member, and that the strong axis capacity is insensitive to the magnitude of the residual stresses in the original member. A preliminary approach for designing strengthening for these members is presented and illustrated with an example calculation.

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.

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