Elastic critical moment of continuous composite beams with a sinusoidal-web steel profile for lateral-torsional buckling

2016 ◽  
Vol 113 ◽  
pp. 121-132 ◽  
Author(s):  
Janaina Pena Soares de Oliveira ◽  
Adenilcia Fernanda Grobério Calenzani ◽  
Ricardo Hallal Fakury ◽  
Walnório Graça Ferreira
Keyword(s):  
Composite Beams ◽  
Lateral Torsional Buckling ◽  
Torsional Buckling ◽  
Critical Moment

scholarly journals Lateral-Torsional Buckling Analysis for Doubly Symmetric Tubular Flange Composite Beams with Lateral Bracing under Concentrated Load

Symmetry ◽  
2021 ◽  
Vol 13 (12) ◽  
pp. 2328
Author(s):  
Yingchun Liu ◽  
Ziwen He ◽  
Wenfu Zhang ◽  
Jing Ji ◽  
Yuchen Liu ◽  
...  
Keyword(s):  
Concrete Strength ◽  
Composite Beams ◽  
Thickness Ratio ◽  
Lateral Torsional Buckling ◽  
Torsional Buckling ◽  
Concentrated Load ◽  
Critical Moment ◽  
Steel Ratio ◽  
Overall Stability ◽  
Lateral Bracing

Tubular flange composite beams are increasingly applied in modern bridge structures. In order to investigate the overall stability behavior of doubly symmetric tubular flange composite beams with lateral bracing under concentrated load, the analysis of elastic lateral-torsional buckling is conducted by the energy variation method. The analytical solution of critical moment of doubly symmetric tubular flange composite beams with lateral bracing is obtained. Meanwhile, the simplified calculation formula of critical moment is fitted by 1stOpt software based on 26,000 groups of data, and the accuracy is verified by the finite element method. It is found that, the critical moment rises obviously with increasing lateral bracing stiffness, and adding lateral bracing to doubly symmetric tubular flange composite beams is beneficial to improve the overall stability in engineering practice. Finally, the influence of several parameters including concrete strength, span, steel ratio of flange and height-thickness ratio of web are studied. The results show that the concrete strength and the web height-thickness ratio have a weak influence on critical moment of elastic lateral-torsional buckling, while the influence of span-depth ratio and flange steel ratio is very significant.

Elastic Critical Moment of Lateral-Distortional Buckling of Steel-Concrete Composite Beams under Uniform Hogging Moment

2019 ◽  
Vol 19 (07) ◽  
pp. 1950079 ◽  
Author(s):  
João Victor Fragoso Dias ◽  
Janaina Pena Soares Oliveira ◽  
Adenilcia Fernanda Grobério Calenzani ◽  
Ricardo Hallal Fakury
Keyword(s):  
Numerical Models ◽  
Concrete Slab ◽  
Horizontal Displacement ◽  
Composite Beams ◽  
Bottom Flange ◽  
Distortional Buckling ◽  
Lateral Torsional Buckling ◽  
Torsional Buckling ◽  
Average Deviation ◽  
Critical Moment

Great attention has been given in the last few years to steel–concrete composite beams due to the gains in strength that can be obtained with the small cost of installing a shear connection between the steel profile and the concrete slab. In continuous and semicontinuous composite beams close to the internal supports, hogging bending moments are developed and the compressed bottom flange may buckle laterally in an unstable way known as the lateral-distortional buckling, characterized by a horizontal displacement and twist of the bottom flange with an out-of-plane distortion of the web. In the literature, several formulations were proposed to determine the critical moment for this type of buckling. Among them, some of the most relevant are presented by [K. Roik, G. Hanswille and J. Kina, Solution for the lateral torsional buckling problem of composite beams (in German), Stahlbau 59 (1990)] and [G. Hanswille, J. Lindner and D. Munich, Lateral torsional buckling of composite beams (in German), Stahlbau 67 (1998)]. In the present work, a new procedure is developed to determine the elastic critical moment of lateral–distortional buckling of composite beams under uniform hogging moment. To assess and calibrate this procedure, 7[Formula: see text]772 numerical models were analyzed by the finite element code ANSYS and the results were compared with the ones obtained from the new proposed formulas. The procedure presented excellent agreement with the numerical results, with an average deviation of 2.33% from the computational simulations. The formulations of [K. Roik, G. Hanswille and J. Kina, Solution for the lateral torsional buckling problem of composite beams (in German), Stahlbau 59 (1990)] and [G. Hanswille, J. Lindner and D. Munich, Lateral torsional buckling of composite beams (in German), Stahlbau 67 (1998)] did not lead to such satisfactory results, presenting an average deviation of 12.41% and 16.51%, respectively.

Analysis of rotational stiffness of steel-concrete composite beams for lateral-torsional buckling

2019 ◽  
Vol 198 ◽  
pp. 109554 ◽  
Author(s):  
Mateus Zimmer Dietrich ◽  
Adenilcia Fernanda Grobério Calenzani ◽  
Ricardo Hallal Fakury
Keyword(s):  
Composite Beams ◽  
Rotational Stiffness ◽  
Lateral Torsional Buckling ◽  
Torsional Buckling

Rotational stiffness of continuous composite beams with sinusoidal-web profiles for lateral-torsional buckling

2012 ◽  
Vol 79 ◽  
pp. 22-33 ◽  
Author(s):  
Adenilcia F.G. Calenzani ◽  
Ricardo H. Fakury ◽  
Fernando A. de Paula ◽  
Francisco C. Rodrigues ◽  
Gilson Queiroz ◽  
...  
Keyword(s):  
Composite Beams ◽  
Rotational Stiffness ◽  
Lateral Torsional Buckling ◽  
Torsional Buckling

scholarly journals The Collapse Analysis of the Lateral-Torsional Buckling of I-Shaped Stepped Steel Beams

2020 ◽  
Vol 6 (3) ◽  
pp. 295
Author(s):  
Kelsen Trista Kweenisky ◽  
Naomi Pratiwi ◽  
Paulus Karta Wijaya
Keyword(s):  
Plate Thickness ◽  
Maximum Amplitude ◽  
Cover Plate ◽  
Steel Beams ◽  
Lateral Torsional Buckling ◽  
Torsional Buckling ◽  
Beam Shape ◽  
Critical Moment ◽  
Stepped Beam ◽  
Collapse Analysis

The use of a non-prismatic member such as a stepped beam as a design method has the ability to function as a tool for steel beams optimization. A cover plate is partially welded on the upper and lower flange of the member at the maximum bending moment location to increase its flexural strength and, under critical load, flexural members bend about its strong axis, displace to the lateral direction, and twist coincidentally through a phenomenon known as the Lateral-Torsional Buckling (LTB). There is, however, no equations in the AISC 360-16 specification to calculate the critical moment of a stepped beam (Mst). Therefore, this research focuses on developing Mst for a simply supported stepped beam which deforms on its shear center under static-transverse loading through the use of a collapse analysis and the behavior of the beam. The results showed the welded cover plates consequently increased the LTB resistance of the prismatic I-shaped steel beam from 9.8% to 202% while the critical moment increased more significantly with an increment in the ratio of the cover plate length to the unbraced length (α). The cover plate thickness was observed to have dominantly affected only a large α ratio while the post-buckling characteristic of large α showed a sudden collapse phenomenon. Furthermore, the LTB modification factor was generated in this study due to the initial geometrical imperfection from the first mode of Eigen shape with maximum amplitude Lb/2000 (Cb1) and stepped beam shape (Cst) which were required to estimate the critical moment of a stepped beam based on the AISC equation for a prismatic beam.

scholarly journals Dimensionless Analytical Solution and New Design Formula for Lateral-Torsional Buckling of I-Beams under Linear Distributed Moment via Linear Stability Theory

2017 ◽  
Vol 2017 ◽  
pp. 1-23 ◽  
Author(s):  
Wen-Fu Zhang ◽  
Ying-Chun Liu ◽  
Ke-Shan Chen ◽  
Yun Deng
Keyword(s):  
Analytical Solution ◽  
Linear Stability ◽  
Stability Theory ◽  
Numerical Solutions ◽  
Beam Theory ◽  
Linear Stability Theory ◽  
Lateral Torsional Buckling ◽  
Torsional Buckling ◽  
Design Formula ◽  
Critical Moment

Even for the doubly symmetric I-beams under linear distributed moment, the design formulas given by codes of different countries are quite different. This paper will derive a dimensionless analytical solution via linear stability theory and propose a new design formula of the critical moment of the lateral-torsional buckling (LTB) of the simply supported I-beams under linear distributed moment. Firstly, the assumptions of linear stability theory are reviewed, the dispute concerning the LTB energy equation is introduced, and then the thinking of Plate-Beam Theory, which can be used to fully resolve the challenge presented by Ojalvo, is presented briefly; secondly, by introducing the new dimensionless coefficient of lateral deflection, the new dimensionless critical moment and Wagner’s coefficient are derived naturally from the total potential energy. With these independent parameters, the new dimensionless analytical buckling equation is obtained; thirdly, the convergence performance of the dimensionless analytical solution is discussed by numerical solutions and its correctness is verified by the numerical results given by ANSYS; finally, a new trilinear mathematical model is proposed as the benchmark of formulating the design formula and, with the help of 1stOpt software, the four coefficients used in the proposed dimensionless design formula are determined.

Lateral Torsional Buckling of Split Aluminium Mullion

2016 ◽  
Vol 710 ◽  
pp. 445-450 ◽  
Author(s):  
Davor Skejić ◽  
Mladen Lukić ◽  
Nebojša Buljan ◽  
Hrvoje Vido
Keyword(s):  
Structural Material ◽  
Cross Sections ◽  
Analytical Methods ◽  
Lateral Torsional Buckling ◽  
Torsional Buckling ◽  
Curtain Wall ◽  
Conservative Method ◽  
Critical Moment ◽  
Fem Modelling ◽  
Complex Process

Curtain wall industry is the major user of aluminium as a structural material in buildings, with two basic curtain wall systems: stick and unitised. The latter is preassembled in shops, with the main feature that frame profiles are split in two interlocking halves. Such cross sections are complex, open and prone to lateral torsional buckling. General formulas for the calculation of elastic critical moment for lateral-torsional buckling are provided in the EN 1999-1-1, with a long and complicated procedure for non-symmetrical sections which makes it pretty impractical for everyday use. The problem of such sections can also be assessed by FEM modelling, which is a time consuming and complex process. Curtain wall industry is in a need of a swift, if approximate and conservative, method for checking the risk of lateral torsional buckling of profiles with non-symmetrical cross sections. Some available analytical methods are applied on a practical example and their results compared to those obtained using FEM modelling.

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