Journal articles: 'Interaction buckling'

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MOHAN, S. J., N. PRASAD RAO, and N. LAKSHMANAN. "FLEXURAL AND LOCAL BUCKLING INTERACTION OF STEEL ANGLES." International Journal of Structural Stability and Dynamics 05, no. 02 (June 2005): 143–62. http://dx.doi.org/10.1142/s0219455405001519.

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The column buckling equation and plate buckling equation are merged to obtain a graphical relation in the elastic and inelastic buckling ranges. This graphical relation has been used to classify all possible modes of hot rolled angle sections investigated by previous researchers in their experimental works. Forced plate buckling experiments have been carried out to verify the graphical relation for plate buckling. Design practices adopted by various standards for design of steel angles, have been compared with respect to this graphical relation and discussed. The importance of width to thickness ratio has been used to emphasize the buckling characteristics of hot rolled angle sections. The objective of this paper is to discuss the plate buckling failures of the angle sections recorded during full scale testing of transmission towers at Tower Testing and Research Station, SERC, Chennai, India. The plate buckling failures in tower testing for the past eighteen years have been analyzed and suggestions are given to avoid such failures in real structures and during testing.

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Trahair, N. S. "Interaction buckling of tapered beams." Engineering Structures 62-63 (March 2014): 174–80. http://dx.doi.org/10.1016/j.engstruct.2014.01.040.

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Karampour, Hassan, and Faris Albermani. "Interaction between Upheaval/Lateral and Propagation Buckling in Subsea Pipelines." Applied Mechanics and Materials 553 (May 2014): 434–38. http://dx.doi.org/10.4028/www.scientific.net/amm.553.434.

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Due to high service temperatures and internal pressures in oil and gas pipelines, axial compression forces are induced in the pipe due to seabed friction. Slender trenched pipelines can experience global buckling in the vertical plane (upheaval buckling) while untrenched pipelines buckle in the horizontal plane (lateral buckling). Furthermore, deep subsea pipelines subjected to high external hydrostatics pressures can undergo catastrophic propagation buckling. In this study, the possible interaction between upheaval/lateral buckling and propagation buckling is numerically investigated using finite element analysis. A new concept is proposed for subsea pipelines design that gives higher capacity than conventional pipelines.

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Wadee, M. Ahmer, and Leroy Gardner. "Cellular buckling from mode interaction in I-beams under uniform bending." Proceedings of the Royal Society A: Mathematical, Physical and Engineering Sciences 468, no. 2137 (September 21, 2011): 245–68. http://dx.doi.org/10.1098/rspa.2011.0400.

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Beams made from thin-walled elements, while very efficient in terms of the structural strength and stiffness to weight ratios, can be susceptible to highly complex instability phenomena. A nonlinear analytical formulation based on variational principles for the ubiquitous I-beam with thin flanges under uniform bending is presented. The resulting system of differential and integral equations are solved using numerical continuation techniques such that the response far into the post-buckling range can be portrayed. The interaction between global lateral-torsional buckling of the beam and local buckling of the flange plate is found to oblige the buckling deformation to localize initially at the beam midspan with subsequent cellular buckling (snaking) being predicted theoretically for the first time. Solutions from the model compare very favourably with a series of classic experiments and some newly conducted tests which also exhibit the predicted sequence of localized followed by cellular buckling.

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Adams, Adrian J. "On Interaction Buckling in Platform Conductors." SPE Projects, Facilities & Construction 6, no. 04 (December 1, 2011): 211–24. http://dx.doi.org/10.2118/139944-pa.

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Manuylov, Gaik, Sergey Kosytsyn, and Irina Grudtsyna. "INFLUENCE OF BUCKLING FORMS INTERACTION ON STIFFENED PLATE BEARING CAPACITY." International Journal for Computational Civil and Structural Engineering 16, no. 2 (June 26, 2020): 83–93. http://dx.doi.org/10.22337/2587-9618-2020-16-2-83-93.

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The work is devoted to studying the influence of initial geometric imperfections on a value of the peak load for the compressed stiffened plate with the two-fold buckling load. The finite-element set MSC PATRAN – NASTRAN was used for solving the set tasks. When modelling the stiffened plate, flat four-unit elements were used. Geometric non-linearity was assumed for calculations. The plate material was regarded as perfectly elastic. Buckling forces of stiffened plate at the two-fold buckling load were calculated (simultaneous buckling failure on the form of the plate total bending and on the local form of wave formation in stiffened ribs). Equilibrium state curves, peak load decline curves depending on initial imperfection values and the bifurcation surface were plotted.

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Milašinović, Dragan D., Petar Marić, Žarko Živanov, and Miroslav Hajduković. "Inelastic buckling mode interactions and resonance instabilities in thin-walled columns due to the fatigue damage." Engineering Computations 37, no. 8 (April 11, 2020): 2819–45. http://dx.doi.org/10.1108/ec-07-2019-0318.

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Purpose The problems of inelastic instability (buckling) and dynamic instability (resonance) have been the subject of extensive investigation and have received wide attention from the structural mechanics community. This paper aims to tackle these problems in thin-walled structures, taking into account geometrical and/or material non-linearity. Design/methodology/approach The inelastic buckling mode interactions and resonance instabilities of prismatic thin-walled columns are analysed by implementing the semi-analytical finite strip method (FSM). A scalar damage parameter is implemented in conjunction with a material modelling named rheological-dynamical analogy to address stiffness reduction induced by the fatigue damage. Findings Inelastic buckling stresses lag behind the elastic buckling stresses across all modes, which is a consequence of the viscoelastic behaviour of materials. Because of the lag, the same column length does not always correspond to the same mode at the elastic and inelastic critical stress. Originality/value This paper presents the influence of mode interactions on the effective stresses and resonance instabilities in thin-walled columns due to the fatigue damage. These mode interactions have a great influence on damage variables because of the fatigue and effective stresses around mode transitions. In its usual semi-analytical form, the FSM cannot be used to solve the mode interaction problem explained in this paper, because this technique ignores the important influence of interaction of the buckling modes when applied only for undamaged state of structure

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Le Grognec, Philippe, Alain Nême, and Jie Cai. "Investigation of the Torsional Effects on the Lateral Buckling of a Pipe-Like Beam Resting on the Ground under Axial Compression." International Journal of Structural Stability and Dynamics 20, no. 09 (August 2020): 2050110. http://dx.doi.org/10.1142/s0219455420501102.

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This paper deals with the lateral buckling behavior of an axially compressed beam interacting with the ground on which it is resting. Such a simple model is supposed to reproduce the same trends as observed during the lateral buckling of offshore pipelines on the seabed. In such practical analyses, the pipe-soil interaction relates the ground to the neutral axis of the pipeline. It is shown that, although such a constraint significantly affects the buckling behavior of the pipeline, it cannot reflect the torsional component of the buckling modes. However, this component is encountered in practice and may further modify the critical loads. Therefore, in this present preliminary study, the interaction between the beam in hand and the surrounding ground is modeled by a connection (a continuous distribution of lateral springs) related to the bottom line of the beam. In this way, the real contact between the soil and the bottom line of a pipe is mimicked, allowing for both flexural and torsional deformations in the buckling response. The problem is investigated analytically using an Euler–Bernoulli beam model with an isotropic linear elastic constitutive law and also an elastic interaction law. Original analytical solutions are derived and compared to numerical results obtained through finite element computations. In comparison with classical solutions (with the connection related to the neutral axis), new types of buckling modes may appear when considering torsional effects, depending on the boundary conditions, with generally much lower critical loads. These first results are certainly representative of some features of the global/localized lateral buckling of offshore pipelines, indicating that torsional effects should also be taken into account in such more comprehensive analyses.

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Cui, Shijie, Hong Hao, and Hee Kiat Cheong. "Dynamic buckling and post-buckling of imperfect columns under fluid–solid interaction." International Journal of Solids and Structures 38, no. 48-49 (November 2001): 8879–97. http://dx.doi.org/10.1016/s0020-7683(01)00064-6.

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Gantes, Charis J., Maria A. Livanou, and Tassos P. Avraam. "New Insight into Interaction of Buckling Modes with Stable Post-buckling Response." Arabian Journal for Science and Engineering 39, no. 12 (November 12, 2014): 8559–72. http://dx.doi.org/10.1007/s13369-014-1436-5.

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Sieber, Jan, John W. Hutchinson, and J. Michael T. Thompson. "Nonlinear dynamics of spherical shells buckling under step pressure." Proceedings of the Royal Society A: Mathematical, Physical and Engineering Sciences 475, no. 2223 (March 2019): 20180884. http://dx.doi.org/10.1098/rspa.2018.0884.

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Dynamic buckling is addressed for complete elastic spherical shells subject to a rapidly applied step in external pressure. Insights from the perspective of nonlinear dynamics reveal essential mathematical features of the buckling phenomena. To capture the strong buckling imperfection-sensitivity, initial geometric imperfections in the form of an axisymmetric dimple at each pole are introduced. Dynamic buckling under the step pressure is related to the quasi-static buckling pressure. Both loadings produce catastrophic collapse of the shell for conditions in which the pressure is prescribed. Damping plays an important role in dynamic buckling because of the time-dependent nonlinear interaction among modes, particularly the interaction between the spherically symmetric ‘breathing’ mode and the buckling mode. In general, there is not a unique step pressure threshold separating responses associated with buckling from those that do not buckle. Instead, there exists a cascade of buckling thresholds, dependent on the damping and level of imperfection, separating pressures for which buckling occurs from those for which it does not occur. For shells with small and moderately small imperfections, the dynamic step buckling pressure can be substantially below the quasi-static buckling pressure.

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Bai, L., F. Wang, M. A. Wadee, and J. Yang. "Nonlinear mode interaction in equal-leg angle struts susceptible to cellular buckling." Proceedings of the Royal Society A: Mathematical, Physical and Engineering Sciences 473, no. 2207 (November 2017): 20170583. http://dx.doi.org/10.1098/rspa.2017.0583.

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A variational model that describes the interactive buckling of a thin-walled equal-leg angle strut under pure axial compression is presented. A formulation combining the Rayleigh–Ritz method and continuous displacement functions is used to derive a system of differential and integral equilibrium equations for the structural component. Solving the equations using numerical continuation reveals progressive cellular buckling (or snaking) arising from the nonlinear interaction between the weak-axis flexural buckling mode and the strong-axis flexural–torsional buckling mode for the first time—the resulting behaviour being highly unstable. Physical experiments conducted on 10 cold-formed steel specimens are presented and the results show good agreement with the variational model.

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Lane, A., and J. T. Mottram. "Influence of modal coupling on the buckling of concentrically loaded pultruded fibre-reinforced plastic columns." Proceedings of the Institution of Mechanical Engineers, Part L: Journal of Materials: Design and Applications 216, no. 2 (April 1, 2002): 133–44. http://dx.doi.org/10.1177/146442070221600208.

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An experimental investigation concerning the buckling behaviour of pultruded fibre-reinforced plastic (PFRP) columns is presented. Full-sized tests were performed on wide-flange pultruded members across a range of lengths where local, global and combined buckling modes were expected. Combined buckling describes the situation where the local and global buckling modes occur concurrently in a violent and unstable manner. The research aims to provide test data that increase understanding of modal coupling in concentrically loaded columns. Modal coupling effects cause a reduction in the buckling load of imperfect columns and can lead to combined buckling. The extent to which mode interaction reduces the column buckling load is highly dependent on the magnitude of the imperfections present. Great care was taken during the experiments to ensure that the applied load was truly concentric, so that any interaction would be due to column imperfections alone. The geometrical column imperfections were measured prior to testing. The influence of mode interaction observed during the tests was found to be less than previous research had suggested. The experimental results will be used in future to prepare guidance for code writers and designers.

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Bruton, David A. S., David J. White, Chi Yin Cheuk, Malcolm Bolton, and Malcolm Carr. "Pipe-Soil Interaction Behaviour during Lateral Buckling." SPE Projects, Facilities & Construction 1, no. 03 (September 1, 2006): 1–9. http://dx.doi.org/10.2118/106847-pa.

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Wadee, M. Ahmer, Leroy Gardner, and Tyrone A. Hunt. "Buckling mode interaction in prestressed stayed columns." Proceedings of the Institution of Civil Engineers - Structures and Buildings 166, no. 8 (September 2013): 403–12. http://dx.doi.org/10.1680/stbu.12.00080.

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Mulligan, Gale P., and Teoman Pekoz. "Local Buckling Interaction in Cold‐Formed Columns." Journal of Structural Engineering 113, no. 3 (March 1987): 604–20. http://dx.doi.org/10.1061/(asce)0733-9445(1987)113:3(604).

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Raftoyiannis, Ioannis G., Luis A. Godoy, and Ever J. Barbero. "Buckling Mode Interaction in Composite Plate Assemblies." Applied Mechanics Reviews 48, no. 11S (November 1, 1995): S52—S60. http://dx.doi.org/10.1115/1.3005083.

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The analysis of buckling mode interaction of fiber-reinforced composite columns, modeled as plate assemblies, is presented. The main assumptions are linear elasticity; a linear fundamental equilibrium path; the existence of critical states that are coincident or near coincident; and a coupled path rising from a quadratic combination of modal displacements due to interaction. The formulation adopted is known as the W-formulation, in which the energy is written in terms of a sliding set of incremental coordinates, measured with respect to the fundamental path. The energy is then expressed with respect to a reduced modal coordinate basis, and the coupled solution arising from interaction is computed. An example of a pultruded composite I-column subjected to axial compression illustrates the procedure.

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Biggers, Sherrill B., and Thomas M. Browder. "Buckling-load interaction in tailored composite plates." Composites Engineering 4, no. 7 (January 1994): 745–61. http://dx.doi.org/10.1016/0961-9526(94)90113-9.

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TAKANO, Atsushi. "Interaction between Euler Buckling and Brazier Instability." Journal of Solid Mechanics and Materials Engineering 7, no. 1 (2013): 92–101. http://dx.doi.org/10.1299/jmmp.7.92.

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Medina-Noyola, M., and B. I. Ivlev. "Interaction in colloidal systems: Buckling and melting." Physical Review E 52, no. 6 (December 1, 1995): 6281–88. http://dx.doi.org/10.1103/physreve.52.6281.

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Lee, Seung Sik, Soo Ha Chae, Soon Jong Yoon, and Sun Kyu Cho. "A Study on the Design Curves for Pultruded Composite Columns." Advanced Materials Research 26-28 (October 2007): 337–40. http://dx.doi.org/10.4028/www.scientific.net/amr.26-28.337.

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The strengths of PFRP thin-walled columns are determined according to the modes of buckling which consist of local mode for short columns, global mode for long columns, and interaction mode between local and global modes for intermediate columns. Unlike the local and global buckling, the buckling strength of interaction mode is not theoretically predictable. Refined theoretical approaches which can account for different elastic properties of each plate component consisting of a PFRP thin-walled member are used. Based on both the analytical buckling loads and the experimentally measured buckling loads from literatures, the accuracies of Ylinen’s equation and modified AISC/LRFD column design equation for isotropic steel columns were compared. From the comparison, it was found that the modified AISC/LRFD column design equation is more suitable for the prediction of the buckling loads of PFRP thin-walled members than Ylinen’s equations.

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Schillo, N., and M. Feldmann. "Interaction of local buckling and lateral torsional buckling of T-shaped cantilevering beams." Thin-Walled Structures 81 (August 2014): 236–41. http://dx.doi.org/10.1016/j.tws.2013.10.017.

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Kołakowski, Zbigniew, and Andrzej Teter. "Coupled Static and Dynamic Buckling Modelling of Thin-Walled Structures in Elastic Range Review of Selected Problems." Acta Mechanica et Automatica 10, no. 2 (June 1, 2016): 141–49. http://dx.doi.org/10.1515/ama-2016-0023.

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AbstractA review of papers that investigate the static and dynamic coupled buckling and post-buckling behaviour of thin-walled structures is carried out. The problem of static coupled buckling is sufficiently well-recognized. The analysis of dynamic interactive buckling is limited in practice to columns, single plates and shells. The applications of finite element method (FEM) or/and analytical-numerical method (ANM) to solve interaction buckling problems are on-going. In Poland, the team of scientists from the Department of Strength of Materials, Lodz University of Technology and co-workers developed the analytical-numerical method. This method allows to determine static buckling stresses, natural frequencies, coefficients of the equation describing the post-buckling equilibrium path and dynamic response of the plate structure subjected to compression load and/or bending moment. Using the dynamic buckling criteria, it is possible to determine the dynamic critical load. They presented a lot of interesting results for problems of the static and dynamic coupled buckling of thin-walled plate structures with complex shapes of cross-sections, including an interaction of component plates. The most important advantage of presented analytical-numerical method is that it enables to describe all buckling modes and the post-buckling behaviours of thin-walled columns made of different materials. Thin isotropic, orthotropic or laminate structures were considered.

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Yang, Yong Hua, Chun Xia Chen, and Ming Ji Fang. "Lateral-Torsional Buckling Strength and Design of Steel Arches." Advanced Materials Research 250-253 (May 2011): 2645–49. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.2645.

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The arches resist general loading by a combination of axial compression and bending actions which vary along the arch. Under these actions, an arch may suddenly deflect laterally and twist out of the plane of loading and fail in a lateral-torsional buckling mode. This paper investigates the lateral buckling strength and design of steel arches under general loading. It is found that the subtended angle and load distribution significantly affect the lateral buckling strength of a steel arch. The rules for designing steel beam-columns against lateral buckling cannot be used directly in the design of steel arches against lateral buckling under general loading, because they do not include the effects of the subtended angle. The buckling loads of arch with different load condition, subtended angle, manner of laying section are calculated by finite element method. The interaction equation against lateral-torsional buckling for steel arches subjected to combination of bending and axial compressive actions is proposed. The safety and applicability of the interaction equation is verified by parameter analysis.

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York, C. B. "Buckling interaction in regular arrays of distorted hexagonal plates." Aeronautical Journal 107, no. 1074 (August 2003): 461–68. http://dx.doi.org/10.1017/s0001924000133986.

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Abstract Linear elastic buckling strength assessments are presented for a range of thin plate arrays with optimal strength to weight ratio configurations subject to a range of arbitrary in-plane stress states. The outcomes of the assessment are presented as design curves demonstrating relative buckling strength increases with respect to the classical square plate datum of equal mass. A stiffness matrix method is adopted for the initial buckling strength predictions. The method is based on exact flat plate theory and assumes that the plate is continuous over supports, whereby deformations in one cell of the plate array influence the deformations in adjacent cells. The supporting webs of each cell are approximated in this study by simple rigid supports that enforce nodal lines or lines of zero out-of-plane displacement in the buckled panel, i.e. the bending and torsional stiffness provided by the supporting webs of the real structure are ignored. Selected results are validated by FEM prediction.

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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 (October 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 ensuring equal local, distortional, and global (flexural-torsional) critical buckling loads, thus maximizing the mode interaction phenomenon under scrutiny, and (iii) contain critical-mode initial geometrical imperfections exhibiting different configurations, all corresponding to linear combination of the three "competing" critical buckling modes. After briefly addressing the lipped channel column "pure" global post-buckling behavior, one presents and discusses in detail numerical results concerning the post-buckling behavior of similar columns experiencing strong local/distortional/global mode interaction effects. These results consist of (i) elastic (mostly) and elastic-plastic equilibrium paths, (ii) curves and figures providing the evolution of the deformed configurations of several columns (expressed as linear combinations of their local, distortional, and global components) and, for the elastic-plastic columns, (iii) figures enabling a clear visualization of (iii1) the location and growth of the plastic strains, and (iii2) the characteristics of the failure mechanisms more often detected in this work.

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Wang, Zhenkui, and C. Guedes Soares. "Lateral Buckling of Subsea Pipelines Triggered by Sleeper with a Nonlinear Pipe–Soil Interaction Model." Journal of Marine Science and Engineering 10, no. 6 (May 30, 2022): 757. http://dx.doi.org/10.3390/jmse10060757.

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Buckle-initiation techniques, such as sleepers, are usually installed to trigger lateral buckling at pre-designated locations to release the axial compressive forces induced by thermal loading. Taking the nonlinear pipe–soil interaction model into account, a mathematical model is proposed to investigate the lateral buckling of subsea pipelines triggered by a sleeper. The numerical solution is validated by comparing the model with solutions in the literature, and the model shows good agreement. The discrepancy between them is analysed by presenting the effect of mobilisation distance during buckling. The influence of the breakout resistance, sleeper height, and sleeper friction coefficient on the buckled configuration, post-buckling behaviour, and minimum critical temperature difference is discussed parametrically. The results show that the deformation of the buckled pipeline shrinks, and both the minimum critical temperature difference and the maximum stress along the buckled pipeline enlarge when the nonlinear pipe–soil interaction model is incorporated. However, the influence of the nonlinear pipe–soil interaction reduces with increasing sleeper height.

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CHOI, DONG-HO, HOON YOO, JUNG-HOON KOH, and KUNIEI NOGAMI. "STABILITY EVALUATION OF STEEL CABLE-STAYED BRIDGES BY ELASTIC AND INELASTIC BUCKLING ANALYSES." International Journal of Structural Stability and Dynamics 07, no. 04 (December 2007): 669–91. http://dx.doi.org/10.1142/s0219455407002472.

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The purpose of this paper is to compare the design equation of Allowable Stress Design (ASD) with that of Load and Resistance Factor Design (LRFD) concerning the member stability for the economic design of cable-stayed bridges. Both elastic and inelastic buckling analyses are carried out for the cable-stayed bridges with the effective buckling lengths of the key members calculated. The axial-flexural interaction equations prescribed in ASD and LRFD are used to check the stability of main members in cable-stayed bridges. Parametric studies are performed for the bridges with a center span of 300, 600, 900, and 1200 m of different girder depths. Peak values of the interaction equations are calculated at the intersection between the girder and towers. Since the peak values of the interaction equations by inelastic buckling analysis are less than those by elastic buckling analysis, a more economical design of the girder and towers can be achieved using the inelastic buckling analysis. In addition, the use of LRFD specifications can result in a more economical design by about 20% on average than the ASD specifications for steel cable-stayed bridges.

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Yidris, Noorfaizal, Mohamed Thariq Hameed Sultan, Mohammad Yazdi Harmin, and Azmin Shakrine Mohd Rafie. "Local-Overall Flexural Interaction of Pinned-Ended Thin-Walled I-Section Columns." Applied Mechanics and Materials 564 (June 2014): 444–48. http://dx.doi.org/10.4028/www.scientific.net/amm.564.444.

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The structural performance of thin-walled compression members are subject to the effects of local buckling, interaction between buckling modes, loading end conditions and material yielding and that due to these effects the compressive carrying capability of thin-walled members can be significantly diminished. This paper employs the finite element simulation to examine the local-overall flexural interaction response of pinned-ended thin-walled I-section columns that covers the complete compressed loading history from the onset of elastic local buckling through the nonlinear elastic and elasto-plastic post-buckling interactive phases of behaviour to final collapse and unloading. A detailed account of the growth and redistribution of stresses on the surfaces is given in the paper. Pinned-ended conditions means, of course, simply supported conditions at the column ends with respect to global rotations and the ends of the constituent plates of the cross-section can be treated as either locally rotationally constrained or locally rotationally free. The numerical simulations take into account the influence of material nonlinearity and geometrical imperfections on the compressive ultimate failures of the sections, however, the study is limited to the interaction of local buckling with overall flexural bending as well as locally rotationally constrained condition. This paper shows that the ultimate failure of the columns is related with yielding on the compression sides of the outer surfaces of the section walls at the web, flanges and section junctions mostly located along the length of the columns.

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Kemp, Alan R. "I Interaction of Plastic Local and Lateral Buckling." Journal of Structural Engineering 111, no. 10 (October 1985): 2181–96. http://dx.doi.org/10.1061/(asce)0733-9445(1985)111:10(2181).

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Barbero, Ever J. "Prediction of Buckling-Mode Interaction in Composite Columns." Mechanics of Composite Materials and Structures 7, no. 3 (July 2000): 269–84. http://dx.doi.org/10.1080/10759410050031130.

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Batista, E. M., and R. C. Batista. "Local-global buckling interaction—some recent research results." Thin-Walled Structures 19, no. 2-4 (January 1994): 269–83. http://dx.doi.org/10.1016/0263-8231(94)90034-5.

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Ellobody, Ehab. "Interaction of buckling modes in castellated steel beams." Journal of Constructional Steel Research 67, no. 5 (May 2011): 814–25. http://dx.doi.org/10.1016/j.jcsr.2010.12.012.

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Łokas, Ewa L. "Buckling instability in tidally induced galactic bars." Astronomy & Astrophysics 624 (April 2019): A37. http://dx.doi.org/10.1051/0004-6361/201935011.

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Strong galactic bars produced in simulations tend to undergo a period of buckling instability that weakens and thickens them and forms a boxy/peanut structure in their central parts. This theoretical prediction has been confirmed by identifying such morphologies in real galaxies. The nature and origin of this instability, however, remain poorly understood with some studies claiming that it is due to fire-hose instability while others relating it to vertical instability of stellar orbits supporting the bar. One of the channels for the formation of galactic bars is via the interaction of disky galaxies with perturbers of significant mass. Tidally induced bars offer a unique possibility of studying buckling instability because their formation can be controlled by changing the strength of the interaction while keeping the initial structure of the galaxy the same. We used a set of four simulations of flyby interactions where a galaxy on a prograde orbit forms a bar, which is stronger for stronger tidal forces. We studied their buckling by calculating different kinematic signatures, including profiles of the mean velocity in the vertical direction, as well as distortions of the bars out of the disk plane. Although our two strongest bars buckle most strongly, there is no direct relation between the ratio of vertical to horizontal velocity dispersion and the bar’s susceptibility to buckling, as required by the fire-hose instability interpretation. While our weakest bar buckles, a stronger one does not, its dispersion ratio remains low, and it grows to become the strongest of all at the end of evolution. Instead, we find that during buckling the resonance between the vertical and radial orbital frequencies becomes wide and therefore able to modify stellar orbits over a significant range of radii. We conclude that vertical orbital instability is the more plausible explanation for the origin of buckling.

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Liew, K. M., X. Q. He, and S. Kitipornchai. "Buckling characteristics of embedded multi-walled carbon nanotubes." Proceedings of the Royal Society A: Mathematical, Physical and Engineering Sciences 461, no. 2064 (September 23, 2005): 3785–805. http://dx.doi.org/10.1098/rspa.2005.1526.

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An analytical algorithm is proposed to describe the buckling behaviour of multi-walled carbon nanotubes (CNTs) that are embedded in a matrix with consideration of the van der Waals (vdW) interaction. The individual tube is treated as a cylindrical shell, but the tube deflections are coupled with each other due to the vdW interaction. The interaction between the matrix and the outermost tube is modelled as a Pasternak foundation. Based on the proposed model, an accurate expression and a simple approximate expression are derived for the buckling load of double-walled CNTs that are embedded in a matrix. The approximate expression clearly indicates that the vdW force is coupled with the matrix parameters. A numerical simulation is carried out, and the results reveal that the increase in the number of layers leads to a decrease in the critical buckling load for multi-walled CNTs with a fixed innermost radius. In contrast, when the outermost radius is fixed, the critical buckling load increases with the increase in the number of layers for multi-walled CNTs without a matrix. However, for multi-walled CNTs that are embedded in a matrix, the critical buckling load decreases first and then increases with the increase in the number of layers. This implies that there is a given number of layers for a multi-walled CNT at which the critical buckling load is the lowest, and that this number depends on the matrix parameters.

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36

IYENGAR, N. G. R., and A. CHAKRABORTY. "INTERACTION CURVES FOR COMPOSITE LAMINATES SUBJECTED TO BIAXIAL IN-PLANE LOADS." International Journal of Structural Stability and Dynamics 05, no. 04 (December 2005): 539–55. http://dx.doi.org/10.1142/s0219455405001702.

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In this study, an attempt has been made to incorporate the effect of transverse shear on the stability analysis of moderately thick/very thick composite laminated plates under in-plane compressive loading using a "Simple Higher-Order Shear Deformation Theory" based on four unknown displacement functions (u0, v0, wb, ws) instead of five which is commonly used in most of the higher-order theories. The finite element method is employed to study the initial buckling load of laminated plates. The change in initial buckling response of thick rectangular anti-symmetric laminates with respect to the fiber orientation angle has been studied. The interaction curves (between Nx and Ny for different parameters of the laminates) are studied in detail. The interaction curves for Nx and Ny are either linear or piecewise linear. There are some combinations of biaxial in-plane loads for which laminates with different lay-up sequences have the same initial buckling loads.

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Yang, Yuqing, Zaigen Mu, and Boli Zhu. "Numerical Study on Elastic Buckling Behavior of Diagonally Stiffened Steel Plate Walls under Combined Shear and Non-Uniform Compression." Metals 12, no. 4 (March 31, 2022): 600. http://dx.doi.org/10.3390/met12040600.

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Unstiffened steel plate walls (SPWs) are prone to buckling in practical engineering and will invariably be subjected to vertical loads. The use of stiffeners can improve the buckling behavior of thin plates. Considering the effect of the torsional stiffness of C-shaped stiffeners, the elastic buckling of the diagonally stiffened steel plate wall (DS-SPW) under combined shear and non-uniform compression is investigated. The interaction curves for the DS-SPW under combined action are presented, as well as a proposed equation for the elastic buckling coefficient. In addition, the effects of the stiffener’s flexural and torsional stiffness on the elastic buckling stress were investigated, and the threshold stiffness formulae were proposed. The results show that the interaction curve of the DS-SPW under combined shear and non-uniform compression is approximately parabolic. The critical buckling stress of the DS-SPW can be increased by increasing the stiffener’s torsional-to-flexure stiffness ratio and the non-uniform compression distribution factor, while the buckling stress can be decreased by increasing the non-uniform compression-to-shear ratio. Simultaneous action of shear and axial compression will increase the threshold stiffness by approximately 40% when compared to the plate under pure shear action. Therefore, the safety threshold stiffness formula is suggested, considering the combined action of shear and non-uniform compression.

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Ma, Jianjun, Fengjun Liu, Xiaojuan Gao, and Mengqiang Nie. "Buckling and Free Vibration of a Single Pile Considering the Effect of Soil–Structure Interaction." International Journal of Structural Stability and Dynamics 18, no. 04 (March 28, 2018): 1850061. http://dx.doi.org/10.1142/s021945541850061x.

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The buckling response and free vibration characteristics of a single pile in the elastic foundation are investigated. Considering the effect of soil–structure interaction and geometric nonlinearity, the nonlinear equation of motion for a single pile is derived by Hamilton’s principle. Then, closed-form solutions of the critical load and buckled configuration of the pile are obtained analytically, and the natural frequencies of the pre- and post-buckling pile are examined. Finally, the effect of elastic foundation parameter on the critical load of the pile is discussed, and the effect of axial load on the natural frequencies of the pile is also explored. Numerical results show that the effect of elastic foundation parameter plays a dominant role on the critical load and buckled configuration of the pile, and the shear parameter affects the critical load directly. The axial load effect on the dynamic characteristics of the pre-buckling pile is significant, meanwhile, it may contribute very small to the post-buckling pile when the axial load exceeds some specific values.

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39

Kwon, Young Bong, Jin Hwan Cheung, Byung Seung Kong, Hwan Woo Lee, and Kwang Kyu Choi. "Flexural Tests on the H-Section Simple Beams with Local Buckling." Applied Mechanics and Materials 105-107 (September 2011): 1677–80. http://dx.doi.org/10.4028/www.scientific.net/amm.105-107.1677.

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This paper describes a series of flexural tests conducted on the H-section beams fabricated from SM490 plate of thickness 0.6mm with nominal yield stress 315 MPa. Flexural members with large width-to-thickness ratios in the flanges or the web may undergo local buckling before lateral-torsional buckling. The local buckling has a negative effect on the moment capacity based on the lateral-torsional buckling. Simple bending moment capacity formulas for flexural members were calibrated to the test results to account for interaction between local buckling and lateral-torsional buckling. The ultimate flexural strengths predicted by the proposed formulas for direct strength method were compared with the AISC (2005) and Eurocode3 (2003). The comparison showed that the moment formulas proposed can predict conservatively the bending moment capacity of H-section flexural members with local buckling.

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Zhang, Quan, Guo-an Cheng, and Rui-ting Zheng. "The Internal Buckling Behavior Induced by Growth Self-restriction in Vertical Multi-walled Carbon Nanotube Arrays." MRS Advances 3, no. 45-46 (2018): 2815–23. http://dx.doi.org/10.1557/adv.2018.429.

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ABSTRACTThe internal buckling is a common phenomenon in the as-grown carbon nanotube arrays. It makes the physical properties of carbon nanotube array in experiment lower than that in theory. In this work, we analyzed the formation and evolution mechanism of the internal buckling based on quasi-static compression model, which is different from collective effect of the van der Waals interactions. The self-restriction effect and the different growth rate of carbon nanotubes verify the possibility of the quasi-static compression model to explain the morphology evolution of vertical carbon nanotube arrays, especially the phenomenon of the quasi-straight and bent carbon nanotubes coexisted in the array. We generalized the Euler beam to wave-like beam and explained the mechanism of high-mode buckling combined with the van der Waals interaction. The calculated result about the link between compressive stress and strain confirms with the stage of collective buckling in the quasi-static compression test of carbon nanotube array. Preparation of well-organized carbon nanotube arrays was strong evidence verified the effect of self-restriction in experiment.

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Zhang, Qun, and Stefan Miska. "Effects of Flow–Pipe Interaction on Drill Pipe Buckling and Dynamics." Journal of Pressure Vessel Technology 127, no. 2 (May 1, 2005): 129–36. http://dx.doi.org/10.1115/1.1858922.

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A theoretical study has been performed on the buckling and lateral vibration of drillpipe interacted with incompressible fluid in vertical holes. Particular attention is paid to the flow–pipe interaction near drillpipe neutral zone. A new theoretical model has been established. The flow–pipe interaction forces are characterized in this model. Dimensional analysis has been conducted to generalize this model. An innovative numerical method has been developed to solve the eigensystem. Several numerical examples are provided to show the effects of flow–pipe interaction on drillpipe buckling and dynamics. Results show that drilling fluid has significant hydrodynamic influence on drillpipe statics and dynamics.

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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 in the test that noticeable interaction of local and distortional buckling or interaction of local, distortional, and global buckling was observed for the built-up I-sectional columns with different lengths and cross-sectional dimensions. A finite element model (FEM) was developed and validated with experimental results. A further parametric study has been conducted including different cross sections and slenderness ratios for the built-up I-sectional columns. The load-carrying capacities obtained from the experimental and numerical study were used to investigate the feasibility of the current direct strength method (DSM) when DSM was applied to CFS built-up I-sectional columns. The comparison results showed that the current DSM is not safe for CFS built-up columns failed in distortional buckling and interactive buckling. Therefore, the improved design formulas were proposed, and their accuracy was verified by using finite element analysis (FEA) and experimental results of CFS built-up I-sectional columns subjected to axial compression.

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43

Roorda, John. "Buckling behaviour of thin-walled columns." Canadian Journal of Civil Engineering 15, no. 1 (February 1, 1988): 107–16. http://dx.doi.org/10.1139/l88-012.

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This paper describes the interactive buckling behaviour of thin-walled columns by means of a simple engineering analysis. After a brief review of individual column and plate buckling phenomena, the effect of one upon the other is investigated in the presence of initial imperfections. Estimates of the ultimate load capacity of such columns and the effects of material yielding are obtained. The results are compared with published experimental data, yielding good correspondence. The work clearly demonstrates that the interactive presence of Euler buckling, plate buckling, imperfections, and material yielding in thin-walled columns has a serious detrimental effect on their ultimate strength. Key words: buckling, stability, interaction, imperfections, yield, plates, columns, thin-walled, cold-formed, steel, experiments.

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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 show good agreement with the experimental results in terms of bending strength and buckling mode.

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45

Farajpour, Ali, Hamed Farokhi, and Mergen H. Ghayesh. "Mechanics of Fluid-Conveying Microtubes: Coupled Buckling and Post-Buckling." Vibration 2, no. 1 (February 26, 2019): 102–15. http://dx.doi.org/10.3390/vibration2010007.

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This paper investigates the coupled mechanics of a fluid-conveying microtube embedded inside an elastic medium and subject to a pretension. The fluid-structure interaction model of the microsystem is developed based on Lagrange’s equations for the open system of a clamped-clamped microtube. A continuation model is used to examine the nonlinear mechanics of this microsystem prior to and beyond losing stability; the growth and the response in the supercritical regime is analysed. It is shown that the microtube stays stable prior to losing stability at the so-called critical flow velocity; beyond that point, the amplitude of the buckled microsystem grows with the velocity of the flowing fluid. The effects of different system parameters such as the linear and nonlinear stiffness coefficients of the elastic medium as well as the length-scale parameter and the slenderness ratio of the microtube on the critical speeds and the post-buckling behaviour are analysed.

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46

Ren, Fushen, Baojin Wang, Lei Zhao, and Anhe Zhu. "Experimental Investigation and Analysis of Dynamic Buckling of Drill String in Horizontal Well." Shock and Vibration 2017 (2017): 1–15. http://dx.doi.org/10.1155/2017/1658435.

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Buckling of tubulars has been the subject of many researches in the past. However, the models in previous research always followed the same assumptions: the friction and rotation effects are ignored. The assumptions are relatively far from the reality. This paper focuses on the rotational drill string in horizontal well. The differential equation of the dynamic buckling is established considering some various factors, including friction, the drill string-borehole interaction, and rotation, and the equations of the critical load of the sinusoidal buckling and the spiral buckling are derived. Furthermore, the friction curve of the drill string and the critical load of the dynamic buckling during rotation are obtained. In addition, the influence of the rotational speed on the dynamic buckling and the axis orbit of the dynamic buckling are also gained. The results show that the critical load of the sinusoidal buckling has nothing to do with the rotational speed while the amplitude and the frequency of the dynamic buckling become larger with the increase of the rotational speed, and the dynamic buckling presents a completely different state with the development of the axial load at different speed ranges.

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47

TAMURA, Takeshi, and Yoshiki HAYASHI. "BUCKLING ANALYSIS OF TUNNEL LINING CONSIDERING INTERACTION WITH GROUND." Doboku Gakkai Ronbunshu, no. 792 (2005): 199–210. http://dx.doi.org/10.2208/jscej.2005.792_199.

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48

Guo, Y. L., and S. F. Chen. "Elasto‐Plastic Interaction Buckling of Cold‐Formed Channel Columns." Journal of Structural Engineering 117, no. 8 (August 1991): 2278–98. http://dx.doi.org/10.1061/(asce)0733-9445(1991)117:8(2278).

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49

Migita, Yasuhiro, Tetsuhiko Aoki, and Yuhshi Fukumoto. "Local and Interaction Buckling of Polygonal Section Steel Columns." Journal of Structural Engineering 118, no. 10 (October 1992): 2659–76. http://dx.doi.org/10.1061/(asce)0733-9445(1992)118:10(2659).

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50

Sinur, Franc, Antonio Zizza, Ulrike Kuhlmann, and Darko Beg. "Buckling interaction of slender plates—Experimental and numerical investigations." Thin-Walled Structures 61 (December 2012): 121–31. http://dx.doi.org/10.1016/j.tws.2012.03.024.

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Journal articles on the topic 'Interaction buckling'

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