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Journal articles on the topic 'Distortional Buckling'

Author: Grafiati

Published: 4 June 2021

Last updated: 25 July 2025

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1

Yanli, Guo, Hu Pengwen, Li Xiao, Yao Xingyou, and Xu Bin. "Distortional buckling critical sectional dimensions and effective length of cold-formed steel lipped channel members." E3S Web of Conferences 136 (2019): 04047. http://dx.doi.org/10.1051/e3sconf/201913604047.

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Based on the comparison on buckling stability coefficient between local and distortional buckling, the critical cross-sectional dimensions without considering the distortional buckling for cold-formed steel lipped channel members are put forward. Furthermore, the critical effective length of nonoccurrence of distortional buckling is presented. The research results show that the calculation of distortional bucking strength of cold-formed steel lipped channel members can be avoided by controlling the reasonable cross-sectional dimensions or the effective length.

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2

Yao, Xingyou. "EWM-based design method for distortional buckling of cold-formed thin-walled lipped channel sections with holes." Mathematical Biosciences and Engineering 19, no. 1 (2021): 972–96. http://dx.doi.org/10.3934/mbe.2022045.

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<abstract> <p>The distortional buckling is easy to occur for the cold-formed steel (CFS) lipped channel sections with holes. There is no design provision about effective width method (EWM) to predict the distortional buckling strength of CFS lipped channel sections with holes in China. His aim of this paper is to present an proposal of effective width method for the distortional buckling strength of CFS lipped channel sections with holes based on theoretical and numerical analysis on the partially stiffened element and CFS lipped channel section with holes. Firstly, the prediction

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3

Liu, Shuai, Qi Jie Ma, and Pei Jun Wang. "Behavior and Design of Web-Slotted Cold-Formed Channels Experiencing Local-Distortional-Global Interactive Buckling." Applied Mechanics and Materials 351-352 (August 2013): 747–52. http://dx.doi.org/10.4028/www.scientific.net/amm.351-352.747.

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This article aims to shed light on the nonlinear local-distortional-global interactive behavior of web-slotted channel columns by use of the finite element method. The effects of three kinds of initial geometric imperfection based on different distortional buckling mode were evaluated. It indicates that different distortional buckling mode does little difference on the nonlinear interactive buckling behavior of web-slotted channels. Based on the extensive parametric study, some modifications were made to the traditional Effective Width Method for the practical design of web-slotted channel col

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4

Zhou, Tian Hua, Shao Feng Nie, Xiang Bin Liu, and Guang Yi Li. "Experimental Study on Mechanical Behavior of Cold-Formed Steel Three Limbs Built-up Section Members." Advanced Materials Research 163-167 (December 2010): 651–54. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.651.

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18 specimens of cold-formed steel three limbs built-up section members are tested under axial compression load in this paper. The section forms are divided into two categories: A and B. Load-displacement (P-Δ) curves and failure characteristics of specimens are obtained. The results show that: As to section A members, the failure characteristics of LC, MC and SC series of specimens are flexural-torsional buckling, torsional buckling and distortional buckling, local buckling and distortional buckling. As to section B members, the failure characteristics of LC, MC series of specimens are flexura

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5

Dekker, N. W., and A. R. Kemp. "A simplified distortional buckling model for doubly symmetrical I-sections." Canadian Journal of Civil Engineering 25, no. 4 (1998): 718–27. http://dx.doi.org/10.1139/l98-001.

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Lateral torsional instability of I-beams considers the relative displacement of the unstable compression flange to the stable tension flange. It is commonly assumed that little or no distortion takes place between the two flanges. In this paper, an approach is proposed whereby the section properties that control lateral torsional buckling are adjusted to allow for the influence of cross-section distortion, by the use of simple spring models representing the relative stiffness of the flanges and the web. The model is developed for elastic, inelastic, and plastic cases and compared with the resu

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6

Davies, J. M., and C. Jiang. "Design for distortional buckling." Journal of Constructional Steel Research 46, no. 1-3 (1998): 174–75. http://dx.doi.org/10.1016/s0143-974x(98)00107-2.

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7

CHEN, JIAN-KANG, and LONG-YUAN LI. "DISTORTIONAL BUCKLING OF COLD-FORMED STEEL SECTIONS SUBJECTED TO UNIFORMLY DISTRIBUTED TRANSVERSE LOADING." International Journal of Structural Stability and Dynamics 10, no. 05 (2010): 1017–30. http://dx.doi.org/10.1142/s0219455410003877.

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This paper presents an investigation on the influence of stress gradient on the elastic critical stress of distortional buckling of cold-formed steel sections supporting wall sheeting or roof cladding in buildings. The critical stress of distortional buckling of cold-formed steel section beams subjected to a uniformly distributed transverse loading is calculated using the model proposed recently by Li and Chen. The sections investigated in the paper include channel, zed, and sigma sections. Numerical examples are provided that highlight the influence of stress gradient, section dimensions, and

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8

ZIRAKIAN, TADEH, and JIAN ZHANG. "ELASTIC DISTORTIONAL BUCKLING OF SINGLY SYMMETRIC I-SHAPED FLEXURAL MEMBERS WITH SLENDER WEBS." International Journal of Structural Stability and Dynamics 12, no. 02 (2012): 359–76. http://dx.doi.org/10.1142/s0219455412500071.

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The effectiveness of the measures provided in the 2005 American Institute of Steel Construction (AISC) Specification for elastic distortional buckling of doubly symmetric I-shaped flexural members with slender webs was evaluated in a previous study. It was demonstrated that the code equations generally provide conservative strength estimates for the slender-web I-beams, and the amount of the conservatism was found to be rather dramatic for some cases. As a continuation of this effort, the effectiveness and accuracy of the 2005 AISC code provisions as well as predictions for elastic distortiona

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9

Essa, Hesham S., and D. J. Laurie Kennedy. "Station Square revisited: distortional buckling collapse." Canadian Journal of Civil Engineering 21, no. 3 (1994): 377–81. http://dx.doi.org/10.1139/l94-040.

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After failure of the roof of the new Save-on-Foods store at the Station Square development in Burnaby, British Columbia, Canada, the government of British Columbia established a commissioner inquiry to investigate the causes of collapse. Collapse was attributed to an undersized W610 × 113 beam in the cantilever-suspended span arrangement and inadequate buckling resistance of the beam-column assembly. The analysis of the lateral-torsional buckling resistance of the collapsed beam in the commissioner's report did not take into account two counteracting effects: the detrimental effect of the load

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10

Tang, Ting Ting, and Jian Yao. "Comparison and Study on Calculation Methods of Cold-Formed Thin-Walled Lipped Channel Members’ Capacity about Distortional Buckling." Applied Mechanics and Materials 256-259 (December 2012): 581–87. http://dx.doi.org/10.4028/www.scientific.net/amm.256-259.581.

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Distortional buckling which is one of the most important buckling modes for cold-formed lipped channel sections as well as local buckling and global buckling may change mechanical properties and decrease the ultimate load of members. This paper reviews research achievements in distortional buckling, compares the existed design methods according to five national (regional) codes and the latest research achievements. Based on the comparison between five calculating data and test results, it is shown that the design method of North American specification has widespread application and relatively

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11

Prola, Luís, Pedro Gala, Rui B. Ruben, Cristiano Monteiro, and Ana Simões. "EFFECTIVE MODULUS METHOD (EMM) CONCEPT APPLIED TO THIN‐WALLED STEEL BEAMS AFFECTED BY LOCAL‐DISTORTIONAL INTERACTION." ce/papers 7, no. 1-2 (2024): 218–27. http://dx.doi.org/10.1002/cepa.3039.

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AbstractThe Effective Modulus Method (EMM), which simulates the effects of local and distortional post‐buckling to establish simplified design methodologies concept, is applied to the determination of the beam strength. This methodology was presented before [1], where the authors tested the results in columns, in comparison with experimental tests. In this approach, local and distortional post‐buckling effects are simulated by changing the mechanical characteristics (namely the elasticity modulus) of the cross‐section of the members. Specifically, the paper presents (i) the proposal of a new d

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12

Trahair, N. S. "Lateral–distortional buckling of monorails." Engineering Structures 31, no. 12 (2009): 2873–79. http://dx.doi.org/10.1016/j.engstruct.2009.07.013.

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13

Zirakian, Tadeh, and Hossein Showkati. "Distortional buckling of castellated beams." Journal of Constructional Steel Research 62, no. 9 (2006): 863–71. http://dx.doi.org/10.1016/j.jcsr.2006.01.004.

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14

Lee, Dong-Sik, and Mark Andrew Bradford. "Inelastic distortional buckling of cantilevers." Steel and Composite Structures 3, no. 1 (2003): 1–12. http://dx.doi.org/10.12989/scs.2003.3.1.001.

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15

Trahair, N. S. "Distortional buckling of overhanging monorails." Engineering Structures 32, no. 4 (2010): 982–87. http://dx.doi.org/10.1016/j.engstruct.2009.12.025.

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16

Yao, Xingyou, Yafei Liu, Shile Zhang, Yanli Guo, and Chengli Hu. "Experiment and Design Method of Cold-Formed Thin-Walled Steel Double-Lipped Equal-Leg Angle under Axial Compression." Buildings 12, no. 11 (2022): 1775. http://dx.doi.org/10.3390/buildings12111775.

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The cold-formed steel (CFS) double-lipped equal-leg angle is widely used in modular container houses and cold-formed steel buildings. To study the buckling behavior and bearing capacity design method of the cold-formed steel (CFS) double-lipped equal-leg angle under axial compression, 24 CFS double-lipped equal-leg angles with different sections and slenderness ratios the axial compression were conducted. The test results showed that the distortional buckling occurs for specimens with a small width-to-thickness ratio and small slenderness ratio. The buckling interactive with distortional and g

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17

Guo, Yanli, and Xingyou Yao. "Distortional buckling behavior and design method of cold-formed steel lipped channel with rectangular holes under axial compression." Mathematical Biosciences and Engineering 18, no. 5 (2021): 6239–61. http://dx.doi.org/10.3934/mbe.2021312.

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<abstract> <p>The use of cold-formed steel (CFS) channel sections with rectangular holes in the web is becoming gradually popular in building structures. However, such holes can result in sections becoming more susceptible to be distortional buckling and display lower load-carrying capacities. This paper presents a total of 44 axially-compressed tests of CFS lipped channel columns with and without rectangular web holes including different hole sizes and cross-sections. The test results show that the specimens were controlled by distortional buckling or interaction of local buckling

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18

YOGESHWARAN, V., BOOPATHI M., and SRISINDHU J. "AN EXPERIMENTAL STUDY ON DISTORTIONAL BUCKLING STRENGTH OF THE COLD FORMED STEEL COLUMNS WITH INWARD LIP." COMPUSOFT: An International Journal of Advanced Computer Technology 06, no. 07 (2017): 2373–77. https://doi.org/10.5281/zenodo.14803348.

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The aim of this study is the distortional buckling strength of open thin walled cold formed steel column with inward lip under axially compression with hinged end condition. This study gives a very wide knowledge about the cold formed steel necessity & its requirement in various applications in different fields. It also gives the knowledge about the various modes of failures of cold formed steel members, like local buckling, distortional buckling and flexural - torsional buckling. To study the distortional buckling of the open thin walled section, the section made partially closed by provi

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19

Chen, Ming, Zi Qi He, and Zhan Ke Liu. "Distortional Buckling Control of Cold-Formed Lipped Channel Columns with Web Stiffener." Advanced Materials Research 838-841 (November 2013): 308–13. http://dx.doi.org/10.4028/www.scientific.net/amr.838-841.308.

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For cold-formed lipped channel columns with web stiffener, the distortional buckling stress may be lower than the local buckling and overall buckling stress, and thus it may control the design. A countermeasure to prevent the distortional buckling of such sections form happening by setting batten plates between two lips of the section was analyzed using the finite element program of ANSYS. Varying length and one way axial force eccentricity were concerned to observe the effect of the batten plates to the buckling behavior, load carrying capacities of the section in different cases. All the res

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20

Wang, Chun Gang, Nai Wen Zhang, and Ping Ma. "Elastic Distortional Buckling Stress of Steel Channel Column." Applied Mechanics and Materials 405-408 (September 2013): 644–47. http://dx.doi.org/10.4028/www.scientific.net/amm.405-408.644.

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In order to investigate the simple calculative method of channels with complex edge stiffeners for the elastic distortional buckling stress under axial compressive load, a total of 90 cold-formed thin-walled steel channels with Σstyle web stiffeners and complex edge stiffeners , channels with complex edge stiffeners and intermediate V type stiffeners in the web were analyzed by finite strip software CUFSM. The influence of the parameters for the elastic distortional buckling stress was analyzed. Simplified formulas for calculating the elastic distortional buckling stress of Σstyle channels wit

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21

Yao, Xingyou. "Experimental Study and Direct Strength Method for Cold-Formed Steel Built-Up I-Sectional Columns under Axial Compression." Mathematical Problems in Engineering 2021 (July 21, 2021): 1–22. http://dx.doi.org/10.1155/2021/5565125.

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The objective of this paper is to investigate the buckling behavior and design method of the ultimate strength for the cold-formed steel (CFS) built-up I-sectional columns under axial compression which failed in distortional buckling and interactive buckling. A total of 56 CFS built-up I-sectional columns subjected to axial compression were tested, and the different buckling modes and ultimate strengths were analyzed in detail by varying the thickness, the length, the spacing of screws, the end fastener group, and the cross-sectional dimensions of CFS built-up I-sectional columns. It was shown

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22

Jiang, Li Zhong, Wang Bao Zhou, and Yao Luo. "Simple Formulate for Distortional Buckling Load of Liffed Channel Aluminium Alloy Members under Axial Force." Advanced Materials Research 378-379 (October 2011): 230–36. http://dx.doi.org/10.4028/www.scientific.net/amr.378-379.230.

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Aluminium alloy members under axial force have broad application in structural field. Owing to low elastic modulus, aluminium alloy members are easier buckling than steel members. Based on the reasonable and equivalent calculation model and the related calculation formulas of rotational restraint stiffness kφ, lateral restraint stiffness kx, and distortional buckling critical half-wave length λ that provided by lipped channel web plate to flange under longitudinal distribution stress, the distortional buckling load calculation formula of the lipped channel is derived combining the thin-walled

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23

Bao, Chun Sheng, Xiao Bin Han, and Wei Wang. "Determination of Critical Distortional Buckling Load for Thin-Walled C Steel Section." Advanced Materials Research 163-167 (December 2010): 454–59. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.454.

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The differential equations about distortional buckling are established according to the distortional buckling mode of cold-formed thin-walled C steel on the lateral and vertical loads. The formula of critical moment is obtained according to the differential equations of bending. This formula can calculate the critical moment if the properties of the section of C steel are given.

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24

Wang, Chun Gang, Run Jia Liang, Lian Guang Jia, and Hong Liu. "Experiments on Cold-Formed Steel Lipped Channel Beams with Complex Edge Stiffeners and Web Holes." Advanced Materials Research 671-674 (March 2013): 461–64. http://dx.doi.org/10.4028/www.scientific.net/amr.671-674.461.

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This paper presents an experimental investigation and a numerical analysis on the bending strength and behavior of cold-formed steel C-section and ∑-section beams with complex edge stiffeners and web holes. Local buckling, distortional buckling and interaction between local and distortional buckling were observed in the tests. The experimental results show that the stiffened web has great influence on member's bending strength. Compared with C-section specimens, the stiffness of the web stiffeners of ∑-section specimens reduced the influence of the holes. The finite element analysis results sh

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25

Zhang, Junfeng, Bo Li, Anqi Li, and Shiyun Pang. "Critical Stress Determination of Local and Distortional Buckling of Lipped Angle Columns under Axial Compression." Buildings 12, no. 6 (2022): 712. http://dx.doi.org/10.3390/buildings12060712.

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In recent years, cold-formed steel has been widely used in prefabricated steel structures, and the common cross-section forms are mainly complex lipped angle sections. However, there is a lack of design guidance for such a cross-section due to the complex geometric property. The restraint between adjacent plates cannot be considered proper for the traditional analytical method. Therefore, it is particularly important to study the stability bearing capacity of angle sections with complex edges under axial compression. In this paper, the finite strip software (CUFSM5) was used to analyze the cri

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26

Wang, Chun Gang, Da Qian Zhao, and Xin Yong Yu. "A Simplified Formula for Calculating the Elastic Distortional Bucking Stress of Steel Channel Bending Members with Complex Edge Stiffeners and Intermediate Stiffeners in Elements." Applied Mechanics and Materials 405-408 (September 2013): 648–51. http://dx.doi.org/10.4028/www.scientific.net/amm.405-408.648.

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In order to research the simplified formulas of bending steel channels with complex edge stiffeners for their elastic distortional buckling stress, each 70 members for lipped channels with complex edge stiffeners, Σ style channels with complex edge stiffeners and channels with complex edge stiffeners and intermediate V type stiffeners in the web were numerical analyzed by the finite strip software CUFSM. Based on the existed expression for local bucking and introducing distortional buckling coefficient, each of the suggested simplified formulas for distortional buckling stress of the above mem

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27

DINIS, P. B., and D. CAMOTIM. "LOCAL/DISTORTIONAL/GLOBAL MODE INTERACTION IN SIMPLY SUPPORTED COLD-FORMED STEEL LIPPED CHANNEL COLUMNS." International Journal of Structural Stability and Dynamics 11, no. 05 (2011): 877–902. http://dx.doi.org/10.1142/s0219455411004385.

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This paper reports the results of a numerical investigation concerning the elastic and elastic-plastic post-buckling behavior of cold-formed steel-lipped channel columns affected by local/distortional/global (flexural-torsional) buckling mode interaction. The results presented and discussed are obtained by means of analyses performed in the code ABAQUS and adopting column discretizations into fine four-node isoparametric shell element meshes. The columns analysed (i) are simply supported (locally/globally pinned end sections with free warping), (ii) have cross-section dimensions and lengths en

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28

CHEN, WEI, and JIHONG YE. "ELASTIC LATERAL AND RESTRAINED DISTORTIONAL BUCKLING OF DOUBLY SYMMETRIC I-BEAMS." International Journal of Structural Stability and Dynamics 10, no. 05 (2010): 983–1016. http://dx.doi.org/10.1142/s0219455410003865.

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Based on the energy principle, a theoretical study of the elastic lateral distortional buckling (LDB) and restrained distortional buckling (RDB) of I-beams is presented. First, because the existing potential energy expressions for LDB are not suitable for members under a transverse distributed load, a new general potential energy expression of I-beams for lateral buckling is derived by using the nonlinear elastic theory. The proposed expression is equivalent to the classical potential equation when web distortion is suppressed and caters for I-beams under transverse distributed load, transvers

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29

Rokade, R. P., K. Balaji Rao, and B. Palani. "Determination of Modelling Error Statistics for Cold-Formed Steel Columns." Advances in Civil Engineering 2020 (February 28, 2020): 1–25. http://dx.doi.org/10.1155/2020/3740510.

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In this article, an attempt has been made to estimate the Modelling Error (ME) associated with compression capacity models available in international standards for different failure modes of compression members fabricated from Cold-Formed Steel (CFS) lipped channel sections. For the first time, a database has been created using test results available in the literature for compression capacities of CFS lipped-channel sections. The database contains details of 273 numbers of compression member tests which have failed in different failure modes, namely, (i) flexural, torsional, flexural-torsional

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30

Sapountzakis, Evangelos, and Amalia Argyridi. "Influence of in-Plane Deformation in Higher Order Beam Theories." Strojnícky casopis – Journal of Mechanical Engineering 68, no. 3 (2018): 77–94. http://dx.doi.org/10.2478/scjme-2018-0028.

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AbstractComparing Euler-Bernoulli or Tismoshenko beam theory to higher order beam theories, an essential difference can be depicted: the additional degrees of freedom accounting for out-of plane (warping) and in-plane (distortional) phenomena leading to the appearance of respective higher order geometric constants. In this paper, after briefly overviewing literature of the major beam theories taking account warping and distortional deformation, the influence of distortion in the response of beams evaluated by higher order beam theories is examined via a numerical example of buckling drawn from

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31

Zhao, Yang, Wei Ming Yan, and Cheng Yu. "Simplified Method for Elastic Distortional Buckling Stress of Cold-Formed Thin-Wall Steel Members." Applied Mechanics and Materials 166-169 (May 2012): 3391–98. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.3391.

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For the distortional buckling of cold-formed thin-wall steel members, the Direct Strength Method (DSM) is a recently adopted design approach by foreign standard, and Chinese professional standard Technical specification for low-rise cold-formed thin-wall steel buildings present the calculation formulas based on the Effective Area Method (EAM) .The key of both methods is the elastic distortional buckling stress .At present, the calculation methods about it are over conservative .Compare the calculation results of method in AISI S100with the one calculated by software CUFSM ,for C and Z sections

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32

Arizou, Ramin, and Magdi Mohareb. "Design Considerations for Distortional Lateral Buckling." Journal of Structural Engineering 147, no. 12 (2021): 04021203. http://dx.doi.org/10.1061/(asce)st.1943-541x.0003167.

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33

Lau, Sammy C. W., and Gregory J. Hancock. "Distortional Buckling Formulas for Channel Columns." Journal of Structural Engineering 113, no. 5 (1987): 1063–78. http://dx.doi.org/10.1061/(asce)0733-9445(1987)113:5(1063).

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34

Williams, Fred W., Adel K. Jemah, and Diem H. Lam. "Distortional Buckling Curves for Composite Beams." Journal of Structural Engineering 119, no. 7 (1993): 2134–49. http://dx.doi.org/10.1061/(asce)0733-9445(1993)119:7(2134).

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35

Samanta, Avik, and Ashwini Kumar. "Distortional buckling in monosymmetric I-beams." Thin-Walled Structures 44, no. 1 (2006): 51–56. http://dx.doi.org/10.1016/j.tws.2005.09.007.

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36

Teng, J. G., J. Yao, and Y. Zhao. "Distortional buckling of channel beam-columns." Thin-Walled Structures 41, no. 7 (2003): 595–617. http://dx.doi.org/10.1016/s0263-8231(03)00007-7.

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37

Bradford, M. A. "Distortional buckling of elastically restrained cantilevers." Journal of Constructional Steel Research 47, no. 1-2 (1998): 3–18. http://dx.doi.org/10.1016/s0143-974x(98)80003-5.

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38

Bradford, Mark A. "Distortional buckling of monosymmetric I-beams." Journal of Constructional Steel Research 5, no. 2 (1985): 123–36. http://dx.doi.org/10.1016/0143-974x(85)90010-0.

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39

Bradford, M. A. "Inelastic distortional buckling of I-beams." Computers & Structures 24, no. 6 (1986): 923–33. http://dx.doi.org/10.1016/0045-7949(86)90300-7.

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40

Bradford, M. A. "Elastic distortional buckling of overhanging beams." Structural Engineering and Mechanics 4, no. 1 (1996): 37–47. http://dx.doi.org/10.12989/sem.1996.4.1.037.

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41

Liu, Can, and Liping Duan. "Analytical Prediction of the Distortional Buckling Loads for Cold-Formed Channel Beams with Edge-Stiffened Rectangular Web Openings." Buildings 13, no. 1 (2022): 101. http://dx.doi.org/10.3390/buildings13010101.

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Recently, there has been an increasing number of studies on the distortional buckling analyses of cold-formed steel (CFS) channels with web edge-stiffened holes. However, the literature about the analytical solutions is scarce, and the current design rules, e.g., the American Iron and Steel Institute (AISI 2016) and the Australian/New Zealand standards (AS/NZ 4600: 2018), provide little design advice for CFS channels with edge-stiffened holes. This paper presents an analytical method for estimating the bearing capacity for the distortional buckling of CFS channel beams with edge-stiffened rect

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42

Prola, Luís, Pedro Gala, Rui B. Ruben, Cristiano Monteiro, and Ana Simões. "Effective Modulus Method (EMM) concept applied to thin‐walled steel columns." ce/papers 6, no. 3-4 (2023): 1893–98. http://dx.doi.org/10.1002/cepa.2488.

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AbstractThe design of thin‐walled steel members, subjected to compressive stresses, requires complex analysis to account the interaction between local, distortional and global instabilities. There are simplified methodologies that allow simulating the effects of local and distortional post‐buckling behavior in usual structural members. The Effective Width Method (EWM) performs this simulation by changing the geometry of the cross‐section, being the pioneer methodology for the analysis of thin‐walled members. The Direct Strength Method (DSM) allows the determination of resistant forces through

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43

Yao, Jian, Ting Ting Tang, and Bai Xin Chen. "Simple Formulae for Distortional Buckling Loads of Cold-Formed Thin-Walled Rack Members Upright with Rear Flange and Additional Lip Stiffeners." Advanced Materials Research 831 (December 2013): 170–75. http://dx.doi.org/10.4028/www.scientific.net/amr.831.170.

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The determination of the elastic distortional buckling loads of the cold-formed lipped channel sections upright with rear flange and additional lip stiffeners subjected to the pure bending was performed based on the analytic solutions combined with CUFSM. The parameter analyses were carried out under the extreme load case of pure bending, leading to approximate formulae for predicting the buckling half-wavelength and the modified factor to take into account the effect of the shear and distortional deformation of the flange section. The rotational restraint, provided by the web to the flange du

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44

Albert, Charles, Hesham S. Essa, and D. J. Laurie Kennedy. "Distortional buckling of steel beams in cantilever-suspended span construction." Canadian Journal of Civil Engineering 19, no. 5 (1992): 767–80. http://dx.doi.org/10.1139/l92-088.

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The behaviour of cantilever-suspended span systems is influenced by the type of loading and the presence of flange restraint. An experimental program consisting of 33 full-scale tests was undertaken to examine the stability of beams in a single overhang configuration. The results indicate that torsional flange restraint significantly enhances the buckling resistance and is particularly effective when combined with a web stiffener. Lateral bracing of the bottom flange at column supports is of considerable importance in maintaining stability. Simulating the proper boundary conditions is essentia

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Dias, João Victor Fragoso, Janaina Pena Soares Oliveira, Adenilcia Fernanda Grobério Calenzani, and Ricardo Hallal Fakury. "Elastic Critical Moment of Lateral-Distortional Buckling of Steel-Concrete Composite Beams under Uniform Hogging Moment." International Journal of Structural Stability and Dynamics 19, no. 07 (2019): 1950079. http://dx.doi.org/10.1142/s0219455419500792.

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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

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Yao, Xingyou. "Experimental Study and Proposal to Improve the EWM Design of Cold-Formed Steel Lipped Channel Columns with Circular Holes under Axial Compression." Advances in Materials Science and Engineering 2021 (December 10, 2021): 1–21. http://dx.doi.org/10.1155/2021/9389121.

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The cold-formed steel (CFS) lipped channel section with circular holes has been widely used in low-rise and multistory building structures as the column. However, the circular hole in the web makes the lipped channel column become susceptible to buckle. A total of 54 CFS lipped channel axial compression columns with and without circular holes were used to study the buckling behavior and the effective width design method. The interaction of the local buckling and the distortional buckling were observed for the short and intermediate columns, while the slender columns were controlled by the inte

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Deepak, M. S., and V. M. Shanthi. "Member distortional buckling behaviour of hybrid double-I-box beams." Canadian Journal of Civil Engineering 45, no. 8 (2018): 605–22. http://dx.doi.org/10.1139/cjce-2017-0506.

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This paper compiles the experimental and finite-element parametric study on member distortional buckling behaviour of new built-up metal hybrid double-I-box beams (HDIBBs). The cross-section of this built-up beam is unique and looks similar to the shape of a double-I-box fabricated using four channel sections. The flange plates were provided with an intermediate stiffener. In these built-up beams there is more material in the flange portions far away from the horizontal centroidal axis of their cross-section. Hence, there is an increase in the flexural rigidity that enhances the moment capacit

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Zhou, Wang-Bao, Li-Zhong Jiang, Shu-Jin Li, and Fan Kong. "Elastic Distortional Buckling Analysis of I-Steel Concrete Composite Beam Considering Shear Deformation." International Journal of Structural Stability and Dynamics 16, no. 08 (2016): 1550045. http://dx.doi.org/10.1142/s0219455415500455.

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Elastic distortional buckling is one of the essential buckling modes of the I-steel concrete composite beam (ISCCB); such buckling often occurs under the gradient of negative moment. The key factors affecting the kind of buckling are the “torsional” and “lateral” restraint stiffnesses of the bottom flange of the beam. This paper investigates the equivalent lateral and torsional restraint stiffnesses of the bottom flange of the ISCCB under the gradient of negative moment. The relations for estimating the lateral and torsional restraint stiffnesses are used to determine the critical distortional

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Ciesielczyk, Katarzyna, and Katarzyna Rzeszut. "Local and Distortional Buckling of Axially Loaded Cold Rolled Sigma Profiles." Acta Mechanica et Automatica 10, no. 3 (2016): 218–22. http://dx.doi.org/10.1515/ama-2016-0033.

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Abstract In this paper the local and distortional buckling analyses of axially loaded cold-rolled channel and sigma profiles were performed. The critical buckling load was computed by solving the linear eigenvalue problem for different numerical models using Finite Element Method and simplified formulas implemented in Eurocode and proposed by Hancock and Schafer. The buckling analyses were conducted to prove that the sigma cross-section can be successfully replaced by channel cross-section with additional elastic supports placed in folds of the web. It was demonstrated that the folds in the we

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PIASSI, A. D., J. V. DIAS, A. F. G. CALENZANI, and F. C. C. MENANDRO. "Lateral distortional buckling of cellular composite-beams." Revista IBRACON de Estruturas e Materiais 11, no. 2 (2018): 331–56. http://dx.doi.org/10.1590/s1983-41952018000200007.

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Abstract In the region of negative bending moments of continuous and semi-continuous steel and concrete composite beams, the inferior portion of the steel section is subjected to compression while the top flange is restricted by the slab, which may cause a global instability limit state know as lateral distortional buckling (LDB) characterized by a lateral displacement and rotation of the bottom flange with a distortion of the section’s web when it doesn’t have enough flexural rigidity. The ABNT NBR 8800:2008 provides an approximate procedure for the verification of this limit state, in which

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