scholarly journals Buckling resistance evaluation of steel beam-columns using refined General Method approach

2019 ◽  
Vol 262 ◽  
pp. 09010
Author(s):  
Zbigniew Stachura ◽  
Marian A. Gizejowski
Keyword(s):  
Steel Beam ◽  
Equation Approach ◽  
Resistance Evaluation ◽  
Beam Columns ◽  
Buckling Resistance ◽  
Eurocode 3 ◽  
Interaction Equation ◽  
Method Approach ◽  
General Method

Different aspects of Eurocode 3 General Method (GM) approaches are discussed in this paper. The purpose of present study is to improve the application of GM approach for both beam-columns without intermediate lateral-torsional restraints and with these restraints. The results from the proposed GM are compared with those from Eurocode 3-1-1 interaction equations according to Method 1 and Method 2. A better consistency between the developed GM approach and the Eurocode's interaction equation approach than Eurocode 3 GM approach is observed.

A new method of buckling resistance evaluation of laterally restrained beam-columns

2016 ◽  
pp. 197-205
Author(s):  
M Gizejowski ◽  
Z Stachura ◽  
M Gajewski ◽  
R Szczerba
Keyword(s):  
New Method ◽  
Resistance Evaluation ◽  
Beam Columns ◽  
Buckling Resistance

Proposed provisions for the design of steel beam-columns in S16-2001

2000 ◽  
Vol 27 (4) ◽  
pp. 610-619 ◽  
Author(s):  
Hesham S Essa ◽  
DJ Laurie Kennedy
Keyword(s):  
Local Buckling ◽  
Steel Beam ◽  
Element Analysis ◽  
Column Buckling ◽  
Beam Columns ◽  
Class 1 ◽  
Interaction Equation ◽  
Compact Design ◽  
Resistance Stability ◽  
Stress Patterns

The provisions for the design of steel beam-columns in CSA Standard CAN/S16.1-94 are reviewed and changes are proposed to provide more consistent reliability in the next edition, CAN/CSA-S16-2001. The in-plane strength interaction equations have been checked using plastic-zone finite element analysis based on realistic residual stress patterns and initial imperfections. The same overall format is maintained. P-δ effects have been found to be negligible for members in sway frame. The interaction equation for checking the in-plane strength of sway beam-columns has been modified by taking the factor U1 as 1.0 for members in unbraced frames. For weak-axis bending, a new factor β accounts for the effect of the distributed plasticity on stability. The concept of the notional load for sway buckling, also used in Australia and in Eurocode 3, is now applied for all load combinations and not just as a minimum. The upper limit on U2 of 1.4 is removed. Examples are given illustrating these changes. A re-analysis of the local buckling experiments of other researchers on Class 2 sections, using a widely accepted buckling criterion, shows that no distinction need be made between Class 1 and 2 section beam-columns, i.e., Class 2 sections are treated as Class 1 sections. The changes in total do not increase the complexity of the standard, but reflect better the behaviour of beam-columns. The standard is aligned more closely with the best international practice.Key words: analysis, beam-column, buckling, compact, design, interaction equation, resistance, stability, steel, sway.

New Interaction Equation for Steel Beam-Columns

1980 ◽  
Vol 106 (5) ◽  
pp. 1047-1061
Author(s):  
Francois Cheong-Siat-Moy ◽  
Tom Downs
Keyword(s):  
Steel Beam ◽  
Beam Columns ◽  
Interaction Equation

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.

A consistent methodology for the out-of-plane buckling resistance of prismatic steel beam-columns

2017 ◽  
Vol 128 ◽  
pp. 839-852 ◽  
Author(s):  
Trayana Tankova ◽  
Liliana Marques ◽  
Anísio Andrade ◽  
Luís Simões da Silva
Keyword(s):  
Steel Beam ◽  
Beam Columns ◽  
Buckling Resistance ◽  
Out Of Plane

scholarly journals Numerical modelling of steel beam-columns in case of fire—comparisons with Eurocode 3

2004 ◽  
Vol 39 (1) ◽  
pp. 23-39 ◽  
Author(s):  
P.M.M. Vila Real ◽  
N. Lopes ◽  
L. Simões da Silva ◽  
P. Piloto ◽  
J.-M. Franssen
Keyword(s):  
Numerical Modelling ◽  
Steel Beam ◽  
Beam Columns ◽  
Eurocode 3

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.

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