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Relevant bibliographies by topics / Distortional Buckling

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Academic literature on the topic 'Distortional Buckling'

Author: Grafiati

Published: 4 June 2021

Last updated: 21 February 2023

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Journal articles on the topic "Distortional Buckling"

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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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 methods for the distortional buckling stress and distortional buckling coefficients of CFS lipped channel sections with holes were developed based on the energy method and simplified rotation restrained stiffness. The accuracy of the proposed method for distortional buckling stress was verified by using the finite element method. Then the modified EWM was proposed to calculate the distortional buckling strength and the capacity of the interaction buckling of CFS lipped channel sections with holes based on the proposal of distortional buckling coefficient. Finally, comparisons on ultimate capacities of CFS lipped channel sections with holes of the calculated results by using the modified effective width method with 347 experimental results and 1598 numerical results indicated that the proposed EWM is reasonable and has a high accuracy and reliability for predicting the ultimate capacities of CFS lipped channel section with holes. Meanwhile, the predictions by the North America specification are slightly unconservative.</p> </abstract>

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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 columns undergoing local-distortional-global interactive buckling.

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

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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 flexural buckling, while local buckling and distortional buckling for members of SC series.

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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 (August 1, 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 results obtained from finite element models developed by other researchers. A method of quantifying the lateral distortional buckling resistance of I-beams is of particular importance in the hogging moment region of continuous composite beams; the ability of the proposed model to deal with this complex problem has been previously demonstrated by the authors. In this paper, the proposed model is used to illustrate the influence of distortional buckling on doubly symmetrical I-sections.Key words: lateral, distortional, I-beams, elastic, inelastic.

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Essa, Hesham S., and D. J. Laurie Kennedy. "Station Square revisited: distortional buckling collapse." Canadian Journal of Civil Engineering 21, no. 3 (June 1, 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 applied above the shear centre and the beneficial effect of the lateral and torsional restraints provided by the open-web steel joists to the collapsed beam. A distortional buckling finite element program is used herein to determine the moment resistance at buckling of the collapsed beam. This program takes into account web distortion, height of load application, inelastic behaviour, and actual restraint conditions. The moment resistance so obtained is in good agreement with the moment applied to the beam at failure. Further analyses show that even with improved restraint details at the critical beam-column location, the beam was inadequate to support the factored loads. A W610 × 195 or even a W610 × 174 beam could be considered adequate. Key words: steel beams, Station Square, lateral-torsional buckling, cantilever-suspended span, web distortion, restraints.

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

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

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Lee, Dong-Sik, and Mark Andrew Bradford. "Inelastic distortional buckling of cantilevers." Steel and Composite Structures 3, no. 1 (February 25, 2003): 1–12. http://dx.doi.org/10.12989/scs.2003.3.1.001.

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Dissertations / Theses on the topic "Distortional Buckling"

1

Burrell, Geoffrey Scott. "Distortional buckling in steel I-girders." Access to citation, abstract and download form provided by ProQuest Information and Learning Company; downloadable PDF file, 143 p, 2007. http://proquest.umi.com/pqdweb?did=1338867451&sid=1&Fmt=2&clientId=8331&RQT=309&VName=PQD.

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Arizou, Ramin. "Distortional Lateral Torsional Buckling of Doubly Symmetric Wide Flange Beams." Thesis, Université d'Ottawa / University of Ottawa, 2020. http://hdl.handle.net/10393/41574.

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Distortional lateral-torsional buckling theories assume that the flanges remain undistorted, while the web is free to distort as a thin plate. Most theories adopt a cubic polynomial distribution along the web height to relate the lateral displacement of the web to the displacements and angles of twist both flanges. The present study develops a family of finite element solutions for the distortional buckling of wide flange beams in which the flanges are assumed to remain undistorted. In contrast to past theories, the lateral displacement distribution along the web height is characterized by superposing (a) two linear modes intended to capture the classical non-distortional lateral-torsional behavior and (b) any number of user-specified Fourier terms intended to capture additional web distortion. In the longitudinal direction, all displacement fields characterizing the lateral displacements are taken to follow a cubic distribution. The first contribution of the thesis develops a finite element formulation that is able to replicate the classical non-distortional lateral torsional buckling solutions when the distortional modes are suppressed while enabling more accurate predictions for distortional lateral torsional buckling compared to those solutions based on the conventional cubic interpolation of the lateral displacement. The formulation is used to conduct an extensive parametric study to quantify the reduction in critical moments due to web distortion relative to the classical non-distortional predictions in the case of simply-supported beams, cantilevers, and beams with an overhang. The solution is then used to generate interaction curves for beams with an overhang subjected to various proportions of uniformly distributed and point loads. The second contribution of the thesis adds two additional features to the formulation (a) to capture the destabilizing effect due to the load height relative to the shear center and (b) a module that incorporates any number of user-defined multi-point kinematic constraints. The additional features are employed to investigate the effect of load height, bracing height, and combined effects thereof in practical design problems. A distortional indicator is then introduced to characterize the distribution of web distortion along the beam span as the beam undergoes distortional lateral buckling. A systematic design optimization technique is then devised to identify the location(s) along the span at which the addition of transverse stiffeners would maximize the critical moment capacity.

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Ho, Teck Tuak. "Analysis of distortional buckling in continuous composite beams." Thesis, University of Nottingham, 1992. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.275729.

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Pezeshky, Payam. "Distortional Static and Buckling Analysis of Wide Flange Steel Beams." Thesis, Université d'Ottawa / University of Ottawa, 2017. http://hdl.handle.net/10393/36074.

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Existing design provisions in design standards and conventional analysis methods for structural steel members are based on the simplifying kinematic Vlasov assumption that neglects cross-sectional distortional effects. While the non-distortional assumption can lead to reasonable predictions of beam static response and buckling strength in common situations, past work has shown the inadequacy of such assumption in a number of situations where it may lead to over-predicting the strength of the members. The present study thus develops a series of generalized theories/solutions for the static analysis and buckling analysis of steel members with wide flange cross-sections that capture distortional effects of the web. Rather than adopting the classical Vlasov assumption that postulates the cross-section to move and rotate in its own plane as a rigid disk, the present theories assume the web to be flexible in the plane of the cross-section and thus able to bend laterally, while both flanges to move as rigid plates within the plane of the cross-section to be treated as Euler-Bernouilli beams. The theories capture shear deformation effects in the web, as well as local and global warping effects. Based on the principle of minimum potential energy, a distortional theory is developed for the static analysis of wide flange steel beams with mono-symmetric cross-sections. The theory leads to two systems of differential equations of equilibrium. The first system consists of three coupled equilibrium differential equations that characterize the longitudinal-transverse response of the beam and the second system involves four coupled equilibrium differential equations of equilibrium and characterizes the lateral-torsional response of the beam. Closed form solutions are developed for both systems for general loading. Based on the kinematics of the new theory, two distortional finite elements are then developed. In the first element, linear and cubic Hermitian polynomials are employed to interpolate displacement fields while in the second element, the closed-form solutions developed are adopted to formulate special shape functions. For longitudinal-transverse response the elements consist of two nodes with four degree of freedom per node for longitudinal-transverse response and for lateral-torsional response, the elements consist of two nodes with eight degrees of freedom per node. The solution is able to predict the distortional deformation and stresses in a manner similar to shell solutions while keeping the modeling and computational effort to a minimum. Applications of the new beam theory include (1) providing new insights on the response of steel beams under torsion whereby the top and bottom flanges may exhibit different angles of twist, (2) capturing the response of steel beams with a single restrained flange as may be the case when a concrete slab provides lateral and/or torsional restraint to the top flange of a steel beam, and (3) modelling the beneficial effect of transverse stiffeners in reducing distortional effects in the web. The second part of the study develops a unified lateral torsional buckling finite element formulation for the analysis of beams with wide flange doubly symmetric cross-sections. The solution captures several non-conventional features. These include the softening effect due to web distortion, the stiffening effect induced by pre-buckling deformations, the pre-buckling nonlinear interaction between strong axis moments and axial forces, the contribution of pre-buckling shear deformation effects within the plane of the web, the destabilizing effects due to transverse loads being offset from the shear centre, and the presence of transverse stiffeners on web distortion. Within the framework of the present theory, it is possible to evoke or suppress any combination of the features and thus isolate the individual contribution of each effect or quantify the combined contributions of multiple effects on the member lateral torsional capacity. The new solution is then applied to investigate the influence of the ratios of beam span-to-depth, flange width-to-thickness, web height-to-thickness, and flange width-to-web height on the lateral torsional buckling strength of simply supported beams and cantilevers. Comparisons with conventional lateral torsional buckling solutions that omit distortional and pre-buckling effects quantify the influence of distortional and/or pre-buckling deformation effects. The theory is also used to investigate the influence of P-delta effects of beam-columns subjected to transverse and axial forces on their lateral torsional buckling resistance. The theory is used to investigate the load height effect relative to the shear centre. Comparisons are made with load height effects as predicted by non-distortional buckling theories. The solution is adopted to quantify the beneficial effect of transverse stiffeners in controlling/suppressing web distortion in beams and increasing their buckling resistance.

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Ng, Maurice Loong-Hon. "Use of Fourier series in examining the distortional buckling of beams /." St. Lucia, Qld, 2003. http://www.library.uq.edu.au/pdfserve.php?image=thesisabs/absthe17264.pdf.

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Chung, Kwok Fai. "The elastic distortional and local plate buckling of slender web beam." Thesis, Imperial College London, 1988. http://hdl.handle.net/10044/1/7860.

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Poon, Chou Ping. "Advanced finite element models for the distortional buckling analysis of I-beams." St. Lucia, Qld., :, 2003. http://www.library.uq.edu.au/pdfserve.php?image=thesisabs/absthe17278.pdf.

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8

Hassan, Rusul. "Distortional Lateral Torsional Buckling Analysis for Beams of Wide Flange Cross-sections." Thèse, Université d'Ottawa / University of Ottawa, 2013. http://hdl.handle.net/10393/24008.

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Structural steel design standards recognize lateral torsional buckling as a failure mode governing the capacity of long span unsupported beams with wide flange cross-sections. Standard solutions start with the closed form solution of the Vlasov thin-walled beam theory for the case of a simply supported beam under uniform moments, and modify the solution to accommodate various moment distributions through moment gradient expressions. The Vlasov theory solution is based on the assumption that cross-sectional distortional effects have a negligible effect on the predicted elastic critical moment. The present study systematically examines the validity of the Vlasov assumption related to cross-section distortion through a parametric study. A series of elastic shell finite element eigen-value buckling analyses is conducted on simply supported beams subject to uniform moments, linear moments and mid span point loads as well as cantilevers subject to top flange loading acting at the tip. Cross-sectional dimensions are selected to represent structural steel cross-section geometries used in practice. Particular attention is paid to model end connection details commonly used in practice involving moment connections with two pairs of stiffeners, simply supported ends with a pair of transverse stiffeners, simply supported ends with cleat angle details, and built in fixation at cantilever roots. The critical moments obtained from the FEA are compared to those based on conventional critical moment equations in various Standards and published solutions. The effects of web slenderness, flange slenderness, web height to flange width ratio, and span to height ratios on the critical moment ratio are systematically quantified. For some combinations of section geometries and connection details, it is shown that present solutions derived from the Vlasov theory can overestimate the lateral torsional buckling resistance for beams.

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Haidarali, Mohammad Reza. "Local and distortional buckling behaviour of cold-formed steel Z section beams." Thesis, Imperial College London, 2011. http://hdl.handle.net/10044/1/6992.

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The economic use of cold-formed steel members means that buckling and the possible loss of effectiveness it produces are important features of design. Cross-sectional instabilities in laterally-restrained cold-formed steel beams include local and distortional buckling. The prediction of the true buckling behaviour of cold-formed steel beams accounting for all governing features such as geometrical imperfections, spread of yielding, postbuckling etc. has been possible with the development of advanced numerical modelling. In this thesis, the finite element (FE) method (ABAQUS) has been used to develop numerical analyses to study the buckling behaviour of laterally-restrained cold-formed steel lipped Z-section beams. The FE models were verified against a series of four-point bending tests available from previous research, with special references to material and geometrical nonlinearities. Two sets of analyses have been conducted: FE analyses allowing for both local and distortional buckling and ones allowing for local buckling while distortional buckling is restrained using appropriate boundary conditions. For the former, the controlling buckling mode (local, distortional or combined) at different stages of loading (up to, at and beyond maximum load) has been realized. Comparing the results of two sets of analyses, the effect of distortional buckling on performance for different geometric proportions has been studied. The effect of the lip size, flange width, angle of inclination of the edge stiffener (lip), size and position of the intermediate stiffener and material strength as well as the interaction between them on both the ultimate strength and the buckling of cold-formed Z-section beams has been investigated. Limits for optimum design of the section were proposed. Depending on the geometric properties and material strength of the section, transitions between local, distortional and combined local/distortional buckling were observed. The lip/flange interaction including the interaction between the edge stiffener (lip) and the intermediate stiffener was the key governing feature of behaviour. The effect of the linear moment gradient and sharply varying bending moment on both the ultimate strength and the buckling of cold-formed Z sections was investigated. The latter occurred in two-span continuous beams subject to uniformly distributed loading. The results of moment gradient cases were compared with those of pure bending cases. The suitability of the design treatments available in Eurocode 3 (EC3) for local, combined local/distortional and distortional buckling of cold-formed Z-section beams was assessed. Overall, the EC3 predictions for cross-sectional bending resistances were unconservative. Shortcomings were identified and some suggestions for improvements were made. This included improvements in plate buckling factors for edge-stiffened compression flanges.

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Ranawaka, Thanuja. "Distortional buckling behaviour of cold-formed steel compression members at elevated temperatures." Thesis, Queensland University of Technology, 2006. https://eprints.qut.edu.au/16417/6/Thanuja_Ranawaka_Thesis.pdf.

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In recent times, light gauge cold-formed steel sections have been used extensively in residential, industrial and commercial buildings as primary load bearing structural components. This is because cold-formed steel sections have a very high strength to weight ratio compared with thicker hot-rolled steel sections, and their manufacturing process is simple and cost-effective. However, these members are susceptible to various buckling modes including local and distortional buckling and their ultimate strength behaviour is governed by these buckling modes. Fire safety design of building structures has received greater attention in recent times due to continuing loss of properties and lives during fires. Hence, there is a need to fully evaluate the performance of light gauge cold-formed steel structures under fire conditions. Past fire research has focused heavily on heavier, hot-rolled steel members. The buckling behaviour of light gauge cold-formed steel members under fire conditions is not well understood. The buckling effects associated with thin steels are significant and have to be taken into account in fire safety design. Therefore, a research project based on extensive experimental and numerical studies was undertaken at the Queensland University of Technology to investigate the distortional buckling behaviour of light gauge cold-formed steel compression members under simulated fire conditions. As the first phase of this research program more than 115 tensile coupon tests of light gauge cold-formed steels including two steel grades and five thicknesses were conducted at elevated temperatures. Accurate mechanical properties including the yield strength, elasticity modulus and stress-strain curves were all determined at elevated temperatures since the deterioration of the mechanical properties is one of the major parameters in the structural design under fire conditions. An appropriate stress-strain model was also developed by considering the inelastic characteristics. The results obtained from the tensile coupon tests were then used to predict the ultimate strength of cold-formed steel compression members. In the second phase of this research more than 170 laboratory experiments were undertaken to investigate the distortional buckling behaviour of light gauge coldformed steel compression members at ambient and elevated temperatures. Two types of cross sections were selected with various thicknesses (nominal thicknesses are 0.6, 0.8, and 0.95 mm) and both low and high strength steels (G250 and G550 steels with minimum yield strengths of 250 and 550 MPa). The experiments were conducted at six different temperatures in the range of 20 to 800°C. A finite element model of the tested compression members was then developed and validated with the help of experimental results. The degradation of mechanical properties with increasing temperatures was included in finite element analyses. An extensive series of parametric analyses was undertaken using the validated finite element model to investigate the effect of all the influential parameters such as section geometry, steel thickness and grade, mechanical properties and temperature. The resulting large data base of ultimate loads of compression members subject to distortional buckling was then used to review the adequacy of the current design rules at ambient temperature. The current design rules were reasonably accurate in general, but in order to improve the accuracy further, this research has developed new design equations to determine the ultimate loads of compression members at ambient temperature. The developed equation was then simply modified by including the relevant mechanical properties at elevated temperatures. It was found that this simple modification based on reduced mechanical properties gave reasonable results, but not at higher temperatures. Therefore, they were further modified to obtain a more accurate design equation at elevated temperatures. The accuracy of new design rules was then verified by comparing their predictions with the results obtained from the parametric study. This thesis presents a description of the experimental and numerical studies undertaken in this research and the results including comparison with simply modified current design rules. It describes the laboratory experiments at ambient and elevated temperatures. It also describes the finite element models of cold-formed steel compression members developed in this research that included the appropriate mechanical properties, initial geometric imperfections and residual stresses. Finally, it presents the details of the new design equations proposed for the light gauge coldformed steel compression members subjected to distortional buckling effects at elevated temperatures.

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Books on the topic "Distortional Buckling"

1

Essa, Hesham S. Distortional buckling of steel beams. Edmonton, Alta., Canada: Dept. of Civil Engineering, University of Alberta, 1993.

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Michaleris, Pan. Minimization of welding distortion and buckling: Modelling and implementation. Oxford: WP, Woodhead Publishing, 2011.

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Michaleris, Pan. Minimization of welding distortion and buckling. Woodhead Publishing Limited, 2011. http://dx.doi.org/10.1533/9780857092908.

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Michaleris, Pan. Minimization of Welding Distortion and Buckling: Modelling and Implementation. Elsevier Science & Technology, 2018.

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Michaleris, Pan. Minimization of Welding Distortion and Buckling: Modelling and Implementation. Elsevier Science & Technology, 2011.

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Book chapters on the topic "Distortional Buckling"

1

Hancock, G. J. "Finite Strip Buckling and Nonlinear Analyses and Distortional Buckling Analysis of Thin-Walled Structural Members." In Coupled Instabilities in Metal Structures, 225–89. Vienna: Springer Vienna, 1998. http://dx.doi.org/10.1007/978-3-7091-2510-6_5.

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Mimoune, M., and S. Siouane. "Numerical Analysis on Lateral Distortional Buckling of Octagonal Castellated Steel Beams." In GCEC 2017, 423–30. Singapore: Springer Singapore, 2018. http://dx.doi.org/10.1007/978-981-10-8016-6_34.

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Bukasa, G. M., and M. Dundu. "Experimental investigation of distortional buckling of single channels restrained by angle cleats." In Current Perspectives and New Directions in Mechanics, Modelling and Design of Structural Systems, 734–38. London: CRC Press, 2022. http://dx.doi.org/10.1201/9781003348443-120.

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Bukasa, G. M., and M. Dundu. "Numerical study of distortional buckling of single channels restrained by angle cleats." In Current Perspectives and New Directions in Mechanics, Modelling and Design of Structural Systems, 729–33. London: CRC Press, 2022. http://dx.doi.org/10.1201/9781003348443-119.

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Bukasa, G. M., and M. Dundu. "Experimental investigation of distortional buckling of single channels restrained by angle cleats." In Current Perspectives and New Directions in Mechanics, Modelling and Design of Structural Systems, 255–56. London: CRC Press, 2022. http://dx.doi.org/10.1201/9781003348450-120.

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Bukasa, G. M., and M. Dundu. "Numerical study of distortional buckling of single channels restrained by angle cleats." In Current Perspectives and New Directions in Mechanics, Modelling and Design of Structural Systems, 253–54. London: CRC Press, 2022. http://dx.doi.org/10.1201/9781003348450-119.

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Sadovský, Zoltán, and Jozef Kriváček. "Buckling Strength of Lipped Channel Column Considering Local, Distortional and Global Eigenmode Imperfections." In Design, Fabrication and Economy of Metal Structures, 223–28. Berlin, Heidelberg: Springer Berlin Heidelberg, 2013. http://dx.doi.org/10.1007/978-3-642-36691-8_34.

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Huynh, Le Anh Thi, Cao Hung Pham, and Kim J. R. Rasmussen. "Experimental Investigation of Cold-Rolled Aluminium Alloy 5052 Columns Subjected to Distortional Buckling." In Lecture Notes in Civil Engineering, 287–92. Singapore: Springer Singapore, 2019. http://dx.doi.org/10.1007/978-981-15-0802-8_43.

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Huynh, Le Anh Thi, Cao Hung Pham, and Kim J. R. Rasmussen. "Numerical Simulation of Cold-Rolled Aluminium Alloy 5052 Columns Subjected to Distortional Buckling." In Lecture Notes in Civil Engineering, 293–98. Singapore: Springer Singapore, 2019. http://dx.doi.org/10.1007/978-981-15-0802-8_44.

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Deepak, O. P., and P. Aravinth. "Numerical Investigation on Cold-Formed Steel Web Stiffened Lipped Channel Columns Subjected to Local-Distortional Interaction Mode Buckling." In Springer Proceedings in Materials, 615–28. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-15-8319-3_61.

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Conference papers on the topic "Distortional Buckling"

1

Ng, M. L. H., and H. R. Ronagh. "FOURIER SERIES-BASED MODEL FOR DISTORTIONAL BUCKLING ANALYSIS." In Proceedings of the Second International Conference. WORLD SCIENTIFIC, 2002. http://dx.doi.org/10.1142/9789812776228_0067.

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Kwon, Young Bong, and Ho Sang Park. "Compression Tests of Longitudinally Stiffened Plates Undergoing Distortional Buckling." In IABSE Symposium, Venice 2010: Large Structures and Infrastructures for Environmentally Constrained and Urban ised Areas. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2010. http://dx.doi.org/10.2749/venice.2010.0092.

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Jůza, J., and M. Jandera. "DISTORTIONAL BUCKLING RESISTANCE OF THIN-WALLED PROFILES MADE OF STAINLESS STEEL." In Engineering Mechanics 2020. Institute of Thermomechanics of the Czech Academy of Sciences, Prague, 2020. http://dx.doi.org/10.21495/5896-3-258.

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Cardoso, Daniel Carlos Taissum, Guilherme Cardoso de Salles, Eduardo de Miranda Batista, and Paulo Batista Gonçalves. "Closed-Form Equation for Distortional Buckling of Cold-Formed Lipped Channels Subject to Compression." In XXXVIII Iberian-Latin American Congress on Computational Methods in Engineering. Florianopolis, Brazil: ABMEC Brazilian Association of Computational Methods in Engineering, 2017. http://dx.doi.org/10.20906/cps/cilamce2017-0258.

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DUBINA, D., V. UNGUREANU, and I. SZABO. "INFLUENCE OF LOCAL AND SECTIONAL GEOMETRICAL IMPERFECTIONS ON THE LOCAL/DISTORTIONAL AND INTERACTIVE BUCKLING MODES OF COLD-FORMED MEMBERS." In Proceedings of the Third International Conference. PUBLISHED BY IMPERIAL COLLEGE PRESS AND DISTRIBUTED BY WORLD SCIENTIFIC PUBLISHING CO., 2000. http://dx.doi.org/10.1142/9781848160095_0021.

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Nakai, Tatsuro, Hisao Matsushita, and Norio Yamamoto. "Pitting Corrosion and Its Influence on Local Strength of Hull Structural Members." In ASME 2005 24th International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2005. http://dx.doi.org/10.1115/omae2005-67025.

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The objective of this study is to obtain basic data for discussing the structural integrity of aged ships, especially hold frames of aged bulk carriers. Firstly, shapes of corrosion pits observed on hold frames of bulk carriers have been investigated. It was shown that the shape of the corrosion pits is a circular cone and the ratio of the diameter to the depth is in the range between 8 to 1 and 10 to 1. Secondly, a series of tensile tests has been conducted to investigate the effect of pitting corrosion on tensile strength. It was pointed out that the tensile strength decreases gradually and the total elongation decreases drastically with the increase of thickness loss due to pitting corrosion. Thirdly, a series of 4-point bend tests with structural models which consist of shell, web and face plates simulating hold frames of bulk carriers has been carried out to investigate the effect of pitting corrosion on collapse behavior and lateral-distortional buckling behavior. Following the experiment, a series of non-linear FE-analyses has been also made. In the case where tensile load acted on the face plate, cracks were initiated at the bottom of the pits when pitting concentrated on the web near the face plate. On the other hand in the case where compression load acted on the face plate, lateral-distortional buckling has been observed and the ultimate load of the structural models where pitting developed regularly on the web was found to be almost the same as that of the structural models where the web has uniform corrosion corresponding to the average thickness loss.

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Lejano, Bernardo A. "C-section Cold-Formed Steel as Structural Members in Housing Construction in the Philippines." In IABSE Congress, New York, New York 2019: The Evolving Metropolis. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/newyork.2019.0235.

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<p>Getting good lumber for housing construction is becoming difficult in the Philippines due to existing partial log ban. Although, the use of reinforced concrete is still the most popular in construction, an emerging alternative is the use of cold-formed steel (CFS). It is gaining popularity because of its high strength-to- weight ratio. However, information about the structural performance of locally-produced cold-formed steel is almost nonexistent. Although, design provisions are stipulated in the local Code, these are based on formulas developed abroad, hence the need to investigate these cold-formed steel. This study focuses on the C-section cold-formed steel, which is the most popularly used. The objective is to verify its performance when subjected to axial compression and flexure, both experimentally and computationally. For the computational part, the formulas stipulated in the National Structural Code of the Philippines were followed. For the experimental part, the cold-formed steel members were subjected to compression loads and flexural loads. Aside from usual sensors, high-speed cameras were used to capture the failure modes. For axial compression test, 80 specimens with different lengths and thicknesses were tested. For flexure, 24 specimens of back-to-back C-sections were subjected to 4-point bending test. Results showed the predicted strengths were well below the experimental values. In design, this means the use of Code-based formulas is conservative. Failure modes observed were torsional buckling and distortional buckling. Comparison of failure modes between experiment and computation shows 70% agreement for compression and 75% for flexure. Finite element method calculations were also done and were compared with experimental results.</p>

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Xu, Jun, and Wei Li. "A Simulation Study on Welding Induced Distortion Control for Large Box Beam Structures." In ASME 2004 International Mechanical Engineering Congress and Exposition. ASMEDC, 2004. http://dx.doi.org/10.1115/imece2004-60034.

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Welding induced distortion in large structures is a major quality concern in industry. Many methods have been proposed in recent years to minimize the welding induced distortion. Among the available methods, transient thermal tensioning has been shown effective for minimizing the welding induced buckling distortion for T-joints. Due to the complexity of the welding process, different structures may require different strategies for distortion control. This paper presents a finite element simulation study on the distortion control for large box beam structures. The transient thermal tensioning method is applied through differential preheat on the two side plates of the beam. The effects of the preheating parameters including the average preheating temperature, temperature differential, and the preheating location are analyzed. It has been found that differential preheating control is effective in adjust the welding induced twist distortions. However, excessive differential preheating could generate bowing distortions. To determine an optimal preheating strategy, the distortions in all the three dimensions of a beam need to be considered simultaneously.

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Yang, Y. P., F. W. Brust, A. Ezeilo, and N. McPherson. "Weld Modeling of Thin Structures With VFT Software." In ASME/JSME 2004 Pressure Vessels and Piping Conference. ASMEDC, 2004. http://dx.doi.org/10.1115/pvp2004-2653.

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Virtual fabrication technology (VFT) weld modeling software has been mainly used in thick-structure welding simulation. Recently both U. S. and European shipyards have shown strong interests in using the software to predict and control welding distortion of thin-plate ship panels. It is more complicated to simulate the welding of thin structures than thick structures because buckling distortion often occurs during the welding of thin structures. To evaluate the effectiveness of VFT for predicting distortion in thin structures, a bead-on-plate specimen, a butt joint of two large plates, and a long T stiffener were analyzed with VFT welding modeling software. By comparing the predicted distortions with those obtained by measurement, it was found that VFT can accurately predict welding-induced distortions of thin structures. Sensitivity studies show that pre-deformation induced by upstream fabrication processes and heat input are important factors influencing predicted distortions. Both distortion trends and magnitudes for thin structures are influenced by pre-deformation and heat input.

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Hand, Steven D., and James F. F. Clark. "Metrology and Modeling Techniques Used to Compare Highly Accurate As-Built 3D Models to FEA Weld Distortion Predictions." In ASME 2005 Pressure Vessels and Piping Conference. ASMEDC, 2005. http://dx.doi.org/10.1115/pvp2005-71632.

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High accuracy laser scanning and three-dimensional modeling are critical requirements of weld distortion research and ultimately to the management of weld distortion. The significance of these requirements is based on an on-going fabrication project designed to validate FEA predictions of weld distortions typical of large curved steel structures. As built 3D models of a series of 1,300 square foot test beams are measured using Coherent Laser Radar for the purpose of determining deformations caused by the thermal affects of welding, i.e.: bending, warping and buckling. This paper describes tools and techniques currently used to minimize the un-certainty of measurements and maintain accuracy during the processing of point clouds into surfaced models. Further techniques are defined for generating 3D parametric models from finite element analysis results, and utilizing these models for direct comparison to the as-built 3D modeled results.

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