scholarly journals Major axis in-plane buckling resistance of I-section beam-columns under moment gradient

2021 ◽  
pp. 449-455
Author(s):  
Z. Stachura ◽  
M.A. Giżejowski ◽  
R.B. Szczerba ◽  
M.D. Gajewski
Keyword(s):  
Major Axis ◽  
Beam Columns ◽  
Buckling Resistance ◽  
Moment Gradient

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 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

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.

Buckling resistance of steel H-section beam–columns: In-plane buckling resistance

2019 ◽  
Vol 157 ◽  
pp. 347-358 ◽  
Author(s):  
M.A. Gizejowski ◽  
Z. Stachura ◽  
R.B. Szczerba ◽  
M.D. Gajewski
Keyword(s):  
Beam Columns ◽  
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.

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 Influence of imperfections in the buckling resistance of steel beam-columns under fire

2021 ◽  
Author(s):  
Samer Nemer ◽  
Ferenc Papp
Keyword(s):  
Elevated Temperatures ◽  
Load Capacity ◽  
Element Model ◽  
Imperfection Sensitivity ◽  
Ultimate Load Capacity ◽  
Geometric Imperfection ◽  
Beam Columns ◽  
Buckling Resistance ◽  
Global And Local ◽  
Structural Imperfections

AbstractThis paper presents an investigation on the influence of structural imperfections on the ultimate load capacity of steel welded beam-columns with class 4 cross-section under elevated temperatures. This is done by considering different amplitudes for the global and local (plate) imperfections, and different residual stresses distributions available in the literature. To this purpose, a geometrically and materially non-linear finite element model using Abaqus software has been used to determine the buckling resistance of a steel welded beam-column at elevated temperatures, using the material properties of EN1993-1-2. The imperfection sensitivity of beam-columns is reported: the influences of the amplitudes of the geometric imperfection and the patterns of the residual stress on the load capacity are compared.

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