scholarly journals New modeling strategies for analyzing lateral-torsional buckling in class-4 steel structural members at elevated temperatures using beam-type elements

Structures ◽  
2021 ◽  
Vol 34 ◽  
pp. 3508-3532
Author(s):  
Myriam R. Pallares-Muñoz ◽  
Ignacio Payá-Zaforteza ◽  
Antonio Hospitaler-Pérez
Keyword(s):  
Elevated Temperatures ◽  
Structural Members ◽  
Lateral Torsional Buckling ◽  
Torsional Buckling ◽  
Beam Type

Numerical Investigation of Stainless Steel Welded I-Sections Subjected to Lateral-Torsional Buckling

2016 ◽  
Vol 853 ◽  
pp. 317-321
Author(s):  
Mohammad Anwar-Us-Saadat ◽  
Mahmud Ashraf ◽  
Shameem Ahmed
Keyword(s):  
Stainless Steel ◽  
Rational Design ◽  
Slenderness Ratio ◽  
Numerical Results ◽  
Maintenance Cost ◽  
Test Results ◽  
Structural Members ◽  
Lateral Torsional Buckling ◽  
Torsional Buckling ◽  
Cross Sectional

Stainless steel is now widely used in construction as structural members in recognition to its unique beneficial properties such as corrosion resistance, higher strength and ductility, andnegligible maintenance cost. Recent research on stainless steel has seen development of rational design rules to predict cross-sectional resistances but still lacks in appropriate knowledge at the member level. The current paper investigates the lateral-torsional buckling (LTB) behaviour of welded stainless steel I sections. Available test results were used to develop and validate nonlinear finite element (FE) models. Limited experimental evidences were supplemented by a large number of reliable numerical results covering wider range of member slenderness ratio. All test and numerical results were used to investigate the performance of Eurocode EN-1993-1-4 and Australian code AS/NZS 4673 in predicting member resistances against lateral-torsional buckling.

Lateral Torsional-Buckling of Class 4 Steel Plate Beams at Elevated Temperature: Experimental and Numerical Comparison

2015 ◽  
Vol 6 (3) ◽  
pp. 223-236 ◽  
Author(s):  
Martin Prachar ◽  
Michal Jandera ◽  
Frantisek Wald ◽  
Bin Zhao
Keyword(s):  
Elevated Temperature ◽  
Cross Sections ◽  
Elevated Temperatures ◽  
Numerical Comparison ◽  
Lateral Torsional Buckling ◽  
Torsional Buckling ◽  
Ongoing Research ◽  
Steel Members ◽  
Set Up ◽  
Hot Rolled

This paper presents ongoing research in behaviour of laterally unrestrained beams (I or H section) of Class 4 cross-sections at elevated temperatures, which is based on the RFCS project FIDESC4 - Fire Design of Steel Members with Welded or Hot-rolled Class 4 Cross-sections. Despite the current EC3 contains a number of simple rules for design of slender Class 4 cross-sections at elevated temperature, based on recent numerical simulations they were found to be over-conservative. Therefore, new well representing design models, which simulate the actual behaviour of the structures exposed to fire, are crucial. These design rules should be based on extensive numerical simulation validated on experimental data. Within this task, several tests were carried out to study lateral torsional buckling of Class 4 beams in fire. The design of the test set-up and description of the experiment is given, as well as verification of numerical model.

scholarly journals GEM – A SOFTWARE FOR STABILITY VERIFICATION OF NON-UNIFORM MEMBERS, Adaptation of the general method procedure to fire design

2016 ◽  
Author(s):  
João Ferreira ◽  
Paulo Vila Real ◽  
Carlos Couto ◽  
Paulo Cachim
Keyword(s):  
Computer Program ◽  
Elevated Temperatures ◽  
Numerical Results ◽  
Lateral Torsional Buckling ◽  
Torsional Buckling ◽  
Tapered Beam ◽  
Eurocode 3 ◽  
The Stability ◽  
Fire Design ◽  
General Method

<span lang="EN-GB">There is currently no specific rules in Part 1-2 of Eurocode 3 for the stability verification of non-uniform members under fire conditions. For normal temperature, Part 1-1 of the same code provides a General Method to check the stability against lateral and lateral-torsional buckling for these type of members, though it requires some extensive calculations. It is here demonstrated in this paper how both problems can be addressed, by exposing a procedure that accounts for the modifications of the method at elevated temperatures, and by showing its implementation within a computer program. It is also shown how the program can be used to assess the study of the method itself, by applying it to a case of a web-tapered beam-column and comparing it to numerical results.</span>

scholarly journals PARAMETRIC STUDY ON THE LATERAL TORSIONAL BUCKLING OF STAINLESS STEEL I BEAMS WITH CLASS 4 CROSS-SECTIONS IN CASE OF FIRE

2016 ◽  
Author(s):  
Nuno Lopes ◽  
Pedro Gamelas ◽  
Paulo Vila Real
Keyword(s):  
Stainless Steel ◽  
Cross Sections ◽  
Elevated Temperatures ◽  
Numerical Study ◽  
Design Guidelines ◽  
Steel Grade ◽  
Steel Beams ◽  
Lateral Torsional Buckling ◽  
Torsional Buckling ◽  
Steel Members

For predicting the behaviour of beams with thin-walled I sections, named Class 4 in Eurocode 3 (EC3), it is necessary to account for the occurrence of both local and lateral torsional buckling (LTB). These instability phenomena, which are intensified at elevated temperatures, should be accurately considered in design rules. The fire design guidelines for stainless steel members, given in Part 1-2 of EC3, propose the use of the same formulae developed for carbon steel (CS) elements. However, these two materials have different constitutive laws, leading to believe that the use of those formulae should be validated. This work presents a parametric numerical study on the behaviour of stainless steel beams with Class 4 I sections at elevated temperatures. The influences of several parameters such as stainless steel grade, loading type and cross section slenderness are evaluated, and comparisons between the obtained numerical results and EC3 rules are presented.

Fire behaviour and resistance of cold-formed steel beams with sigma cross-sections

2021 ◽  
Vol ahead-of-print (ahead-of-print) ◽  
Author(s):  
Flávio Arrais ◽  
Nuno Lopes ◽  
Paulo Vila Real
Keyword(s):  
Numerical Analysis ◽  
Cross Section ◽  
Cross Sections ◽  
Failure Modes ◽  
Elevated Temperatures ◽  
Numerical Results ◽  
Lateral Torsional Buckling ◽  
Torsional Buckling ◽  
Content Type ◽  
Finite Element Software

PurposeSigma cross-section profiles are often chosen for their lightness and ability to support large spans, offering a favourable bending resistance. However, they are more susceptible to local, distortional and lateral-torsional buckling, as possible failure modes when compared to common I-sections and hollow cross-sections. However, the instability phenomena associated to these members are not completely understood in fire situation. Therefore, the purpose of this study is to analyse the behaviour of beams composed of cold-formed sigma sections at elevated temperatures.Design/methodology/approachThis study presents a numerical analysis, using advanced methods by applying the finite element software SAFIR. A numerical analysis of the behaviour of simply supported cold-formed sigma beams in the case of fire is presented considering different cross-section slenderness values, elevated temperatures, steel grades and bending moment diagrams. Comparisons are made between the obtained numerically ultimate bending capacities and the design bending resistances from Eurocode 3 Part 1–2 rules and its respective French National Annex (FN Annex).FindingsThe current design expressions revealed to be over conservative when compared with the obtained numerical results. It was possible to observe that the FN Annex is less conservative than the general prescriptions, the first having a better agreement with the numerical results.Originality/valueFollowing the previous comparisons, new fire design formulae are analysed. This new methodology, which introduces minimum changes in the existing formulae, provides at the same time safety and accuracy when compared to the numerical results, considering the occurrence of local, distortional and lateral-torsional buckling phenomena in these members at elevated temperatures.

Design rules for lateral torsional buckling of channel sections subject to web loading

Stahlbau ◽  
2008 ◽  
Vol 77 (4) ◽  
pp. 247-256 ◽  
Author(s):  
H.H. (Bert) Snijder ◽  
J.C.D. (Hans) Hoenderkamp ◽  
M.C.M. (Monique) Bakker ◽  
H.M.G.M. (Henri) Steenbergen ◽  
C.H.M. (Karin) de Louw
Keyword(s):  
Lateral Torsional Buckling ◽  
Torsional Buckling ◽  
Design Rules

Wind‐Induced Nonlinear Lateral‐Torsional Buckling of Cable‐Stayed Bridges

1994 ◽  
Vol 120 (2) ◽  
pp. 486-506 ◽  
Author(s):  
Virote Boonyapinyo ◽  
Hitoshi Yamada ◽  
Toshio Miyata
Keyword(s):  
Lateral Torsional Buckling ◽  
Torsional Buckling ◽  
Cable Stayed Bridges
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